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Engineering Contracts amd 
Specifications 



iNCLUDING 



A Brief Synopsis of the Law of Contracts 

AND 

Illustrative Examples 

OF THE 

General and Technical Clauses 

OF VARIOUS KINDS OF 

Engineering Specifications 

Designed for the Use of Students, Engineers, and Contractors 

J. B. JOHNSON, C. E. 

Professor of Civil Engineering, Washington University, St. Louis, Mo. 

Member of the Institution of Civil Engineers. 

Member of the American Society of Civil Engineers. 

Member of the American Society of Mechanical Engineers, etc. 




FIRST EDITION. 

ENGINEERING NEWS PUBLISHING CO., NEW YORK 

1895. 



^2.?// WT/^ 



v^ 



Entered according to Act of Congress in the year eighteen hundred and ninety-five, by 

J. B, JOHNSON, C. E., 
in the office of the Librarian of Congress, Washington, D. C. 






^o 



Printed and bound hy 
E. W. STEPHENS, 

COLVMBIA, MO. 



f n 



INDEX. 



Page. 

Abandonment of 

contract — 109, 295, 391 
Acceptance, implied.. .. ... 22 

Action, right of 63 

removal of statutory bar to.. 65 

Advertisements 67 

information embodied in. . 67 

theory of 68 

examples of 71, 349, 367 

Agreement 19 

failure of, bj mistake 22 

to take less than is due 32 

Alteration of contracts 46 

Appliances, suitable 91,391 

who must furnish 376 

Assent, mutual 19 

qualified 22 

Assignment of contract. . . 108, 295 
Authority of engineer.. . . 96, 273 
Belts, leather driving, specifi- 
cations for 251 

Bidders, instructions to 74 

Bids, rejection of 70 

Boilers, water tubular (St. 
Louis), complete 
specifications for. . . .300 

Bond, proposal 84 

indemnity . 413 

contract 299, 41 1 

combined with specifica- 
tions and contract 270 

Bonus and discount based on 

tests 296 

Breach of contract 58 

Bridge masonry, specifications 

for 170 

Bridge renewals, preliminary 

surveys for 414 

Bridges and viaducts of iron 
and steel, complete 
specifications for. . . .330 
Bridge superstructure, specifi- 
cations for 233 

Bridging, pile and trestle, spec- 
ifications for 244 

Building, Astor hotel, complete 
specifications for steel 
construction of 398 



Page. 

Cancellation of contract. .110, 295 
Cast iron, specifications for .... 225 
Cement concrete, specifications 

ior....' 150? 355, 383 

Cement mortar, specifications 

for... 148, 308? 353^383 
Changes in plans, 117, 275, 373, 390 
Classification, engineer's, final 

and conclusive 96 

Coffer-dams, specifications for. 144 
Competency of parties to con- 
tract 9 

of individuals 9, 389 

in governmental relations.. . .9 

of corporations 10 ■ 

of agents .... 11 1 

Completed work, examination 

of 115 

Completion, time of.. 90, 294, 372 
cleaning up after. . . 112, 389 
Commencement of 

work 90, 294, 372 

Condemned material, removal 

of 113, 376 

Consideration.. . . 30 

adequacy of 31 

Contract and bond combined 

with specifications.. .270 

Contract bond 411 

Contractor not released by sub- 
contracts 108 

Contractors, 

relations to each other... 113 
to keep foreman and plans 

on the ground .... 114 

definition of . 123,373 

not released by subcon- 
tracts loS , 

to furnish working plans. .275 ! 
Contracts, 

essential elements of 7 

.8 

15 
17 
17 
24 

25 



two general classes of . . . . 
in breach of statute law . 
opposed to public policy, 
which refer to arbitration. 

misrepresentation in 

invalidity of, through fraud 



through duress 29 



INDEX. 



Page. 

Contracts. — Co?iti?iued. 

through undue influence 30 

classes of 36 

parole, oral, and written.. . 37 

assignment of 38 

notice of, necessary 39 

construction of 40 

technical terms in 40 

rules of construction... .41 

subsequent changes in 45 

illegal 14 

breach of 58 

manner of letting -77 

involving specific perform- 
ance 80, 296 

including maintenance 

clauses 81 

abandonment of 109 

cancellation of no 

interpreted by engineer. .. 117 

subject to change 117 

documents composing 123 

meaning understood 123 

let as a whole or in parts. . .77 

let for a fixed sum.. 79 

let in specified units 79 

specific performance re- 
quired. 80 

to include maintenance. .. .81 

for work only 81 

subletting 390 

Damages for nonperform- 
ance 58, 294 

for delay 105,295 

distinction between liqui- 
dated damages and 

penalties 59 

determination of 97 

Dams, earthen, specifications 

for . . 142 

coffer, specifications for.. 144 
stone, specifications for ma- 
sonry for 164 

Boston water works, com- 
plete specifications 

for dam for 367 

Delay, damages for. , 105, 295 

Difficulties, unforeseen 105 

Discharge of contracts ... 48 

by agreement 49 

by performance 50 

by payment 52 

by tender ^2 

by operation of law 54 

by breach 54 

Disputes, settlement of 120 

Drainage, provision for 114 

Drawings 401 

Duty trials of pumping engines. 291 
Earthen dam, specifications for.142 



Page. 
Earthwork, specifications for.. 134 
Electrical distribution circuits, 

specifications for.. ..264 
Electric lighting station, speci- 
fications for 260 

Engineer as arbitrator 18, 401 

definition of 123 

authority of 

96,273,372,373^389,401 
Engine house, complete speci- 
fications for 307 

Estimate, final 95,297 

Estimates, monthly 92 

provision for inquiring in- 
to correctness of. ... 93 

percentage reserved 94 

Examination of completed 

work 115, 390 

Excavation, specifications 

for 134,377 

boring to determine char- 
acter of 374 

Excavations under water 13S 

rock 379 

specifications for measur- 
ing quantities exca- 
vated 140, 378 

Explosives 380 

Extra work 121, 390, 402 

Faults to be corrected 115, 389 

Final estimates 95,297 

Finished work, protection of.. 105 

Foundation work 380 

Frauds, statute of 43 

General clauses in specifications. 90 
. use of in engineering spec- 
ifications 124 

General specifications for en- 
gineering work. . ..132 
Grading, specifications for. 134, 135 

Guarantee, the 69 

Hotel building, Astor, complete 
specifications for steel 
construction of(i895)398 
Hours of labor, limited to eight. 299 

Illegal subject-matter 14 

Immoral acts 16 

Indemnity bond 413 

Instructions to bidders. . . . 74, 349 
Leather driving belts, specifi- 
cations for 251 

Legal rights waived 35 

Lettings, division of work 77 

let as a whole or in parts. . .77 
let for a fixed sum or per 

specified units 79 

specific performance under. 80 
including maintenance. .. . St 
for the work only Si 



INDEX. 



Page. 
Lumber, rules of grading by 
Southern Lumber 
Manufacturers' Asso- 
ciation 216 

general rule for classify- 
ing 217, 314 

rules for grading finishing.219 

rules for grading rough 221 

''thoroughly seasoned," 

specifications for. . . .224 
Masonrj', stone, specifications 

for.... 158, 309, 385, 386 

brick 384 

specifications for, for stone 

dam 164, 381 

Masonry lock at St. Mary's 
Falls canal, complete 
specifications for . . . 348 
Material, condemned, removal 

oi 113)389 

Meaning understood 123 

Measurements, engineer's, final 

and conclusive. .96, 273 
Measurements not guaranteed 

to be correct 116 

Monthly estimates 93 

Nonperformance, damages 

for 58? 294 

Offers, qualified 22 

Painting of machinery 290 

Patents, protection against 

claims for use of. 107, 295 
Pavement, brick, specifications 

for 176 

asphaltum, specifications for 178 
asphalt, specifications for.. 183 
granite, specifications for. .185 

Paving 385 

Paving brick, specifications for. 172 

Payments, monthly '92 

• final 95 

at specified stages of the 

work 297 

of employees 392 

Performance, 

specific 62 

on conditional promises. . . .51 

impossibility of 53 

damages for imperfect 61 

Pile and trestle bridging 244 

Piling-sheet 380 

Plastering 384 

Preliminary estimates of quan- 
tities not guaranteed 

to be correct^ . . 1 16 

Preliminary surveys for bridge 

renewals 414 

Progress, rate of. .... . . . 90, 295 

Property and lives, protection 

of 106, 389 



Page. 
Proposals, blank forms of . . 76 

example of 82, 369 

Proposal bond 84, 365 

Protection of finished work 105, 380 
of property and lives.. 106, 296 
against claims for use of 

patents 107, 295 

Protective work, specifications 

for 145 

Public traffic, provision for ....114 
Pumping engines (St. Louis), 
contract and specifi- 
cations for 271 

Pumps, waterworks, to be op- 
erated by water pow- 
er, specification/S for. 253 
Pump well, specifications for. .255 
Recovery for imperfect per- 
formance 61 

Rejection of bids ... 70 

Remedies for breach of contract. 58 
damages for nonperform- 
ance 58 

liquidated damages and pen- 
alties 59 

recovery for imperfect or 

incompleted work .... 61 

Remedy of party defrauded 28 

Repairs, reserving percentage 

of cost for 94 

specifications for 293 

Riprap 385 

Riveted work, specifications for 232 
Rules, for grading lumber by 
Southern Lumber 
Manufacturers' Asso- 
ciation 216 

for classifying lumber. . . .217 
for grading finishing lum- 
ber 219 

for grading rough lumber. 221 
Sewer pipe, specifications for. . 195 
Sewers, brick and tile, specifi- 
cations for 190 

Sewers, tile, specifications for 

laying 198 

Sidewalks, granitoid, specifica- 
tions for 186 

Specifications, 

essential features of 126 

accompanying complete de- 
tail plans 13J 

accompanying general plan 

only I3.'« 

unaccompanied by plans, 

or general 133 

Specifications, engineering 

defined 86 

classes of 86 

general and technical clauses87 



INDEX. 



Page. 
Specifications, general clauses in88 

time of commencement, 
rate of progress, and 
time of completion 
of the work 90 

as to the character of the 
workmen to be em- 
ployed 91 

suitable appliances to be 

used. 91 

monthly estimates of work 
done and payments 
to be made 92 

provision for inquiring into 
the correctness of the 
monthly estimates. . .93 

reserving a certain percent- 
age as a repair fund 
for a stated period 
after completion 94 

conditions of the final esti- 
mate 95 

engineer's measurements 
and classifications 
final and conclusive. .96 

determination of damages 
sustained by failure 
to complete the work 
within the time agreed 
upon or as extended. .97 

the discharge of unpaid 
claims of workmen 
and materialmen. . . . 102 

no claims for damages on 
account of suspension 
of work. ... 104 

no claims for damages on 

account of delay .... 105 

no claims on account of un- 
foreseen difficulties. 105 

protection of finished work 105 

protection of property and 

lives 106 

protection against claims 

for the use of patents 107 

assignment of contract. . . . 108 

contractor not released by 

subcontracts loS 

abandonment of contract. . 109 

cancellation of contract for 

default of contractor. 1 10 

workmen's quarters and 
other temporarybuild- 
ings ... 112 

cleaning up after comple- 
tion 112 

removal of condemned ma- 
terial 113 

relations to other contract- 
ors 1 13 

provision for drainage .... 1 14 



Page. 

provision for public traffic. 114 

contractor to keep foreman 

or head workman, 

and also copy of plans 

and specifications on 

the ground 114 

cost of examination of com- 
pleted work 115 

faults to be corrected at any 
time before final ac- 
ceptance 115 

surveys, measurements, and 
estimates of quanti- 
ties not guaranteed 

to be correct 116 

the contract subject to inter- 
pretation and change 
by the engineer ...117 
settlement of disputes. .. . 120 

extra work 121 

definition of ''Engineer" 

and^'Contractor" 123,273 

documents composing the 

contract 123 

meaning understood 123 

Specifications, technical clauses in. 

earthwork, excavation, and 

grading 134 

grading 135 

excavations under water. . 138 
for measuring quantities 
excavated under water 
by weight and dis- 
placement 140 

earthen dam 142 

coffer dams 144 

protective work 145 

cement mortar 14S 

cement concrete 150 

* stone 156 

stone masonry 158 

stone masonry for large 

stone dam 164 

bridge masonry 170 

paving brick 172 

brick pavement 176 

asphaltum pavement 178 

asphalt pavement 1S3 

granite pavement 185 

granitoid sidewalks 1S6 

brick and tile sewers 190 

sewer pipe 195 

laying sewer pipe 198 

manufacture and delivery of 

gast iron water pipe. 202 

laying water pipe 210 

stop valves 212 

rules of the Southern Lum- 
ber Manufacturers' 
Association 216 



INDEX. 



Page. 

general rules for classify- 
ing lumber 217 

rules for grading finishing 

lumber 219 

rules for grading common 
boards and rough 
lumber 221 

standard dimensions of the 
Southern Lumber 
Manufacturers' Asso- 
ciation 223 

thoroughly seasoned lum- 
ber 224 

cast iron... 225 

wrought iron 227 

structural steel 228 

tests, inspection, and ac- 
ceptance of medium 
structural steel ... 229 

riveted work 232 

wrought iron and steel rail- 
road bridge super- 
structure 233 

material and workmanship 

of a steel stand-pipe. 241 

pil'e and trestle bridging. . .244 

steam plant for a small elec- 
tric light station .... 246 

leather driving belts 251 

pumps to be operated by 

water power 253 

pump well 255 

turbine water wheels ... .256 

electric lighting station in 

small city 260 

electrical distribution cir- 
cuits for light and 

power. 264 

Specifications, complete 

contract and bond combin- 
ed in one document. 270 

large pumping engines (St. 

Louis) . 271 

water tubular boilers and 

settings 300 

engine house 307 

highway bridges and via- 
ducts of iron and steel330 

masonry lock at St. Mary's 

Falls Canal, Mich... 348 

dam No. 5, Boston water 

works, 1893 367 

steel construction of Astor 

hotel, 1895 398 

form of contract bond or 

surety 411 

form of indemnity bond. . .413 
Specific performance. . . . 62, 296 
Stand-pipe, steel, specifications 

for 241 



Page. 

Statute of frauds. ... 43 

agreements not to be per- 
formed in one year . . .43 
when value is more than 

$50 44 

Steam plant, specifications for 
for small electric 
light station 246 

Steel, structural, specifications 

for 228 

tests of 229 

inspection of 229 

acceptance of 229 

Steel construction of Astor 
hotel building, New 
York, 1895, 
complete specifications for. 398 

Stone, specifications for 156 

Stone dam, specifications for 

masonry for 164 

Subject-matter, illegal 14 

Surveys for bridge renewals.. . .414 
Surveys not guaranteed to be 

correct . 116 

Suspension of work 104, 298 

Tests, 

of steel ... 229 

of paving brick 172 

of pumping engines. 291 

of boilers 306 

Tile, sewer, specifications for.. 195 

Trestles, timber 244 

Unpaid claims, discharge of. . . 102 
Valves, stop, specifications for. 212 
Viaducts and bridges of iron 
and steel, complete 
specifications for . .330 
Water pipe, specifications for 
manufacture and de- 
livery of 202 

Water pipe, specifications for 

laying 210 

Water wheels, turbine 258 

Water works, complete specifi- 
cations for dam No. 
5, Boston water- 
works . 367 

Waiver of legal rights 35 

Well, pumping, specifications 

for 255 

Work, general description 

of-- ••• 374,375 

suspension of 104,298 

Workmanship 304, 338 

Workmen, character of . .91, 389 
Workmen's quarters... .. 112 

Wrought iron, specifications 

for 227 



TABLE OF CONTENTS. 



Page. 

Preface 3 

Kej to Subscript Initials . 5 

PART I. 
SYNOPSIS OF THE LAW OF CONTRACTS. 

Art. 

1. Introductory y 

2. Essential Elements of a Legal Contract 7 

3. Two General Classes of Contracts 8 

Competency. 

4. Of Individuals c) 

5. In Governmental Relations .... ^ 

6. Of Semi-Public and Private Corporations 10 

7. Of Agents. u 

Legality of the Agreement. 

8. Kinds of Illegal Subject-Matter 14 

9. Contracts in Breach of Statute Law i^ 

10. Immoral Acts. 16 

11. Contracts Opposed to Public Policy 17 

12. Contracts Which Refer to Arbitration , 17 

13. The Engineer as Arbitrator * 18 

The Agreement. 

14. Mutual Assent 19 

15. Qualified Assent 22 

16. Qualified Offers 22 

17. Implied Acceptance 22 

18. Failure of Agreement by Mistake 22 

19. Misrepresentation in the Contract 24 

I 



II TABLE OF CONTENTS. 

Art. Tage. 

20. Invalidity of Contract through Fraud 25 

21. Remedy of Party Defrauded 28 

22. Invalidity of Contract through Duress 29 

23. Invalidity of Contract through Undue Influence 30 

The Consideration. 

24. Consideration Defined 30 

25. Adequacy of Consideration 31 

26. Agreement to Take Less than is Due 32 

27. As to Waiver of Legal Rights . 35 

Contracts Under Seal. 

28. Classes of Sealed Contracts 36 

Parole Contracts. 

29. Oral and Written Contracts 37 

Assignment of Contracts. 

30. When Assignment Can be Made 38 

31. Notice of Assignment Necessary 39 

Construction of the Contract. 

32. The Original Contract 40 

33. The Explanation of Technical Terms in Contracts 40 

34. Rules of Construction. 41 

Contracts Required to be in Writing. 

35. The Statute of Frauds ^2 

36. Agreements Which can not be Performed within One Year. 43 

37. Contracts of Sale Where the Value is More than $50 44 

Subsequent Changes and Agreements. 

38. The General Rule 4^ 

39. Results of Alterations of the Contract ^6 

Discharge of Contracts. 

40. Methods of Discharge ^.8 

41. Discharge by Agreement 40 

42. Discharge by Performance ... cq 

43. Performance on Conditional Promises cj 

44. Discharge by Payment C2 

45. Discharge by Tender .... ^2 

46. Kinds of Impossibility Which Will Discharge a Contract.. . 53 

47. Kinds of So-called Impossibilities Which Will not Dis- 

charge the Contract r3 

48. Discharge of Contract by Operation of Law 54 

49. Discharge of Contract by Breach ^4 



TABLE OF CONTENTS. Ill 

Art. Page. 

Remedies for Breach of Contract. 

50. Results of a Breach of Contract 58 

51. Damages for Nonperformance 58 

52. Distinction between Liquidated Damages and Penalties. ... 59 

53. Recovery for Imperfect or Incompleted Work. 61 

Specific Performance. 

54. General Rule as to Specific Performance 62 

Discharge of Right of Action Under a Contract. 

55. The Right of Action.. 63 

56. Removal of Statutory Bar to Right of Action 65 

PART II. 

ENGINEERING SPECIFICATIONS AND ACCOMPANYING 

DOCUMENTS. 

57. General Considerations 66 

Advertisements. 

58. Information Embodied in the Advertisement 67 

59. The Theory of Advertisements 68 

60. The Guarantee 69 

61. Right of Rejection 70 

62. Illustrative Examples ; . . . . 71 

Instructions to Bidders. 

63. Preliminary Information 74 

Forms of Proposals. 

64. The Object of Blank Forms of Proposals 79 

65. Manner of Letting the Work 77 

66. Contract Let as a Whole or in Parts 77 

67. ^Contract Let for a Fixed Sum or per Specified Units 79 

68. Contract Involving a Specific Performance 80 

69. Contract Including Maintenance Si 

70. Contract for the Work Only 81 

71. Proposal for Building a Dam, Spillway, etc 82 

72. Proposal Bond 84 

Engineering Specifications. 

73. Engineering Specifications Defined 86 

74. Classes of Specifications 86 

75. General and Specific Clauses 87 

The General Clauses in Specifications. 

76. List of Subjects Treated in the General Clauses 88 

77. Explanatory Note . . 89 



rv TABLE OF CONTENTS. 

Art. Page. 

78. Time of Commencement, Rate of Progress, and Time of 

Completion of the Work 90 

79. As to the Character of the Workmen to be Employed 91 

80. Suitable Appliances to be Used 91 

81. Monthly Estimates of Work Done and Payments to be Made 92 

82. Provision for Inquiring into the Correctness of the Monthly 

Estimates 93 

83. Reserving a Certain Percentage as a Repair Fund, for a 

Stated Period after Completion 94 

84. Conditions of the Final Estimate 95 

S5. Engineer's Measurements and Classifications Final and 

Conclusive 96 

86. Determination of Damages Sustained by Failure to Com- 

plete the Work within the Time Agreed upon, or as 
Extended . 97 

87. The Discharge of Unpaid Claims of Workmen and Mate- 

rialmen 102 

88. No Claimsfor Damages on Account of Suspension of Work. .104 

89. No Claims for Damages on Account of Delay 105 

90. No Claims for Damages on Account of Unforeseen Diffi- 

culties "loS 

91 . Protection of Finished Work 105 

92. Protection of Property and Lives 106 

93. Protection against Claims for the use of Patents .107 

94. Assignment of the Contract ._. 108 

95. Contractor not Released by Subcontracts 108 

96. Abandonment of Contract 109 

97. Cancellation of Contract for Default of Contractor no 

98. Workmen's Quarters and Other Temporary Buildings .... 112 

99. Cleaning up after Completion. ......112 

100. Removal of Condemned Material 113 

loi. Relations to Other Contractors 113 

102. Provision for Drainage. 114 

103. Provision for Public Traffic .... ^ 114 

104. Contractor to keep Foreman or Head Workman, and also 

Copy of Plans and Specifications on the Ground 114 

105. Cost of Examination of Completed Work -115 

106. Faults to be Corrected at Any Time before Final Accept- 

ance lis 

107. Surveys, Measurements, and Estimates of Quantities not 

Guaranteed to be Correct ... 116 

108. The Contract Subject to Interpretation and Change by the 

Engineer ...117 

109. Settlement of Disputes .120 

no. Extra Work 121 

111. Definition of ''Engineer" and ''Contractor" 123 

112. Documents Composing the Contract ••i-3 



TABLE OF CONTENTS. V 

Art. Page. 

113. Meaning Understood 123 

114. The Use of General Clauses in Engineering Specifications.. 124 



PART III. 

SPECIFIC DESCRIPTIVE, OR TECHNICAL CLAUSES IN 
SPECIFICATIONS. 

115. Essential Features of Good Specifications... 126 

116. Specifications Accompanying Complete Detail Plans. .... 131 

117. Specifications Accompanying a General Plan Only 132 

iiS. Specifications Unaccompanied by Plans, Known Commonly 

as General Specifications 132 

Illustrative Specifications of Various Elementary Portions of 
Engineering Work. 

119. Scope and Purpose 133 

Specifications for Excavations and Embankments. 

120. Earth-work, Excavating, and Grading 134 

121. Grading 135 

122. Excavations under Water 138 

123. Specifications for Measuring Quantities Excavated under 

Water by Weight and by Displacement ... 140 

124. Specifications for an Earthen Dam 142 

125. Specifications for Coffer Dams 144 

126. Specifications for Protective Work 145 

Specifications for Cement, Mortar, Concrete, and Masonry. 

127. Cement Mortar 148 

128. Cement Concrete 150 

129. Specifications for Stone 156 

130. Stone Masonry 158 

131. Specifications for Masonry for a Large Stone Dam 164 

132. Specifications for First-class Bridge Masonry 170 

Specifications for Street Pavements and Materials. 

133. Specifications for Paving Brick 172 

134. Specifications for Brick Pavements 176 

135. Specifications for Asphaltum Pavements 178 

136. Specifications for Asphalt Pavement 183 

137. Specifications for Granite Pavement 1S5 

138. Specifications for Granitoid Sidewalks 186 

Specifications for Sewers. 

139. Specifications for Brick and Tile Sewers 190 

140. Specifications for Tile Sewer Pipe 195 

141. Specifications for Laying Sewer Pipe 19S 



VI TABLE OF CONTENTS. 

Art. Page. 

Specifications for Water Pipe, 

142. Specifications for the Manufacture and Delivery of Cast 

Iron Water Pipe . . 202 

143. Specifications for Laying Water Pipe 210 

144. Specifications for Stop Valves 212 

Lumber Grading and Classification. 

145. Rules of the Southern Lumber Manufacturers' Association. 216 

146. General Rules for Classifying Lumber 217 

147. Rules for Grading Finishing Lumber 219 

148. Rules for Grading Common Boards and Rough Lumber. ...221 

149. Standard Dimensions of the Southern Lumber Manufactur- 

ers' Association 223 

150. Specification for ''Thoroughly Seasoned" Lumber 224 

Specifications for Iron and Steel. 

151. Specifications for Cast Iron 225 

152. Specifications for Wrought Iron 227 

153. Specifications for Structural Steel 22S 

154. Tests, Inspection, and Acceptance of Medium Structural 

Steel 229 

155. Specifications for Riveted Work 232 

156. Specifications for Wrought Iron and Steel Railroad Bridge 

Superstructure 233 

157. Specifications for the Material and Workmanship of a Steel 

Stand Pipe 241. 

Miscellaneous Specifications. 

158. Specifications for Pile and Trestle Bridging 244 

159. Specifications for Steam Plant of a Small Electric Light 

Station 246 

160. Specifications for Leather Driving Belts 251 

161. Specifications for Pumps to be Operated by Water Power. .253 

162. Specifications for a Pump Well .. "255 

163. Specifications for Turbine Water Wheels 258 

164. Specifications for the Installation of an Electric Lighting 

Station in a Small City 260 

165. Specifications for Electrical Distribution Circuits for Light 

and Power 264 



PART IV. 

ILLUSTRATIVE EXAMPLES OF COMPLETE CONTRACTS 
AND SPECIFICATIONS. 

166. Contract and Bond Combined in one Document with the 

Specifications 270 



TABLE OF CONTENTS. VII 

Art. Page. 
167 & 168. Contract and General Specifications for Large Pump- 
ing Engines . 271 

169. Complete General Specifications for Water Tubular Boilers 

and Settings 300 

170. Specifications for an Engine House 307 

171. General Specifications for Highway Bridges and Viaducts 

of Iron and Steel 330 

172. Specifications for Building a Masonry Lock at St. Mary's 

Falls Canal, Michigan 348 

173. Specifications and Contract for Dam No. 5, Boston Water 

Works, 1893 367 

174. Specifications for the Steel Construction of the Astor 

Hotel, 1895 398 

175. Form of Contract Bond or Surety 411 

176. Form of Indemnity Bond 413 

Appendix A. 

Preliminary Surveys and Examinations for Bridge Renewals. . . .414 



PREFACE. 



The leading American Engineering Schools have long 
needed a text-book on the subject of the Law of Contracts and 
Engineering Specifications. In the absence of any such text, 
this department of engineering practice has received scant and 
meagre treatment at the hands of these schools. This work has 
been written primarily to serve this purpose. After it was 
completed, however, it seemed to the author it might prove of 
value to the profession at large and also to contractors, espec- 
ially those portions of it treating of the Law of Contracts and 
of the General Clauses in Specifications. 

While the author makes no pretension to a knowledge of 
the law, yet he has had to impart instruction on this subject for 
many years, and has attended lectures in this field in the St. 
Louis Law School (a department of Washington University). 
He has tried to follow strictly the recognized authorities in all he 
has said in this work, and while he thinks his synopsis may serve 
as a good general guide to the fundamental principles of the sub- 
ject, he recommends that the reader refer all important particu- 
lar cases to his attorney, or else consult the standard works 
themselves. If a single volume is desired containing a general 
review of the Law of Contracts, the layman can not do better 
than obtain that of John D. Lawson, of the Law Department of 
the Missouri State University. Another similar, and perhaps 
better work for the young lawyer, is that of J. P. Bishop ; 
while Parson's three-volume work is the recognized standard 
authority for the lawyer. 

3 



4 PKEFACE. 

Since this work is designed only for laymen, however, the 
author may well quote the maxim that "the man who is his own 
lawyer has a fool for a client." The brief synopsis of the law 
herein given, therefore, is not intended to remove the necessity 
of consulting a lawyer on all important matters, but only to 
enable one to steer clear of some of the legal pitfalls which lie 
in the way of every business man and especially of engineers. 

Since custom has laid on engineers and architects the duty 
of writing specifications and contracts, it is well for them to 
know something of the legal ground they are foVced to traverse. 
The first part of this work is intended, therefore, to sel've as a 
cautionary warning against legal entanglements, rather than as a 
counselor or guide through such difficulties. The synopsis of the 
Law of Contracts as here given has been revised by a very 
competent legal authority, and the author is indebted to him 
for many valuable suggestions and corrections. It probably 
will not mislead one into trouble, though it may not always 
point the way out. 

The author also wishes to acknowledge his indebtedness 
to the many prominent eno[ineers who have kindly sent him 
copies of their latest specifications for use in this work, and he 
has acknowledged this debt in the body of the book by append- 
ing to each quotation the initials of the person quoted. A key 
to these initials is given on page 6. 

The illustrative examples of engineering specifications 
given in Part III are selected so as to cover a wide field with 
as little repetition as possible. They are not given to be blindly 
copied, but rather as illustrating a good method of treating the 
subject, and to serve as patterns as to manner as well as to 
matter. As the best engmeers seldom copy their own specifi- 
cations or use them unchanged a second time, much less can 
one safely copy unchanged the specifications of another. In 
fact the writing of engineering specifications is wisely left for 
engineers of large experience, but as the younger men have to 



PEEFACE. 5 

enforce them and serve as inspectors under them, they should 
in all cases understand fully why they have been drawn in a 
particular way. 

That this somewhat crude effort may serve to help engi- 
neers and architects to a more efficient and satisfactory per- 
formance of their professional duties, is the hope and aim of 

The Author. 



KEY TO SUBSCRIPT INITIALS. 

The following gentlemen have kindly furnished the author 
copies of their specifications from which he has freely quoted 
in parts II and III. In every case he has appended the initials 
of the writer of the specifications used, the key to which is here 
given : 

Onward Bates, Engineer Bridges and Buildings, C, M. & St. P. 

R'y, Chicago, 111 O. B. 

A. P. Boiler, Consulting Engineer, New York City A. P. B. 

G. Bousearen, Consulting Engineer, Cincinnati, Ohio.. G. B. 

Wm. H. Bryan, Consulting Engineer, St. Louis W. H. B. 

Col. Wm. P. Craighill, Corps of Engineers U. S. Army, and 

Past President Am. Soc. C. E W. P. C. 

J. T. Fanning, Consulting Engineer, Minneapolis, Minn.. ..... J. T. F. 

Alphonse Fteley, Chief Engineer Aqueduct Commission, New 

YorkCity, N. Y A. F. 

E. A. Fuertes, Director School Civil Engineering, Cornell Uni- 
versity, Ithaca, N. Y E. A. F. 

John W. Hill, Consulting Engineer, Cincinnati, Ohio J. W. H. 

M. L. Holman, Water Commissioner, St. Louis, Mo M. L. H. 

Johnson & Flad, Engineers, St. Louis, Mo J. & F. 

Emil Kuichling, Chief Engineer Water Works, Rochester, N. Y. E. K. 

Milwaukee City Specifications M. 

George S. Morison, Consulting Engineer, New York City, N. Y., 

President (1895) Am. Soc. C. E G. S. M. 

W. D. Pence, Instructor in Civil Engineering, Champaign, 111,. W. D. P. 
Pennsylvania Railroad Co., Wm. H. Brown, Chief Engineer, 

Philadelphia, Pa P. R'y. 

Col. O. M. Poe, Corps of Engineers, U. S. Army. O. M. P. 

St. Louis City Specifications St. L. 

Union Pacific Railway, George H. Pegram, Chief Engineer, 

Omaha, Neb U. P. R'y. 

J. A. L. Waddoll, Consulting Engineer, Kansas City, Mo J. A. L. W. 

6 



ENGINEERING CONTRACTS § SPECIFICATIONS 

PART I. 

BRIEF SYNOPSIS OF SUCH PORTIONS OF THE 

Law of Contracts 

AS BEAR ON THE CARRYING OUT OF 

Engineering or architectural Construction. 



1. Introductory. The Law of Contracts Is said to be 
as simple and as readily comprehended by the layman as any 
department of the law. Two standard single volume works 
on the law of contracts are those of Bishop and of Lawson,* 
to which the reader is referred for a more complete treatment 
of the subject, and from which the following synopsis has been 
principally derived. In this synopsis only such rules and prin- 
ciples are incorporated as may be profitably presented to under- 
graduate students in our leading engineering schools. The 
practicing engineer or architect may also find them valuable, 
however, as furnishing to him certain guiding principles, the 
recognition of which will frequently enable him to avoid legal 
complications and inherent weaknesses in the drawing of speci- 
fications and other documents pertaining to contracts. This 
work is intended to emphasize the necessity of consulting 
competent legal authority in all important matters rather than 
to enable one to dispense with such reliance. 

2. Essential Elements of a Legal Contract. A 

contract is a promise to do or to refrain from doing some act 

*The layman will probably find the work of Judge Lawson better suited to his 
waatB. 

7 



8 LAW OF CONTRACTS. 

which the law will enforce. The law will not enforce an agree- 
ment unless the following essentials are fulfilled. 

First, The parties must be competent to make the agree- 
ment. 

Second. The subject-matter must be lawful. 

Third. The parties must have mutually assented or 
agreed to the conditions named, or they must have been of the 
same mind and intention concerning the subject-matter. 

Fourth. Except in the case of sealed contracts there 
must be a valuable consideration. 

The four essentials of a legal contract, therefore, may be 
grouped under the four words, Competency, Legality, Agree- 
ment, and Consideration. 

3. Two General Classes of Contracts. There are 

in general two kinds of contracts, namely: contracts made 
under seal, called sealed contracts ox specialties (see Art. 28), 
and simple written or oral agreements unaccompanied with the 
formality of a seal, called parole contracts. 

A sealed contract is a written agreement signed by the 
parties, the signatures, having appended to them what is com- 
monly known as a seal. Formerly a seal consisted of "An 
impression on wax, or paper, or some other tenacious substance 
capable of being impressed." Now, however, an impression 
of a seal on the paper itself is commonly construed as a proper 
seal, and in many states by statute a mere scroll enclosing the 
word "seal" made opposite the name of the signer is sufficient. 

Engineering contracts are often executed under seal, 
though preferably not, while the bond which holds the sureties for 
the faithful performance of the work by the contractor must be 
under seal. This is necessary because the agreement of the 
bondsmen to become responsible for the faithful performance 
of the contract by the contractor is not usually supported by a 
valuable consideration. 

The principal difference between a sealed contract and one 
not under seal is that in the former case a valuable considera- 



COMPETENCY. 9 

tion is not required to support the agreement, while in the lat- 
ter case the contract is invalid unless such a consideration can 
be shown to exist.* 

The affixing of a seal to a signature implies a special care 
and deliberation on the part of the signer, more than can be 
assumed in the case of a simple signature. It is for this 
reason that a consideration is not required to support a sealed 
contract. 

The mere existence on the document of a printed scroll 
or word "seal" on the lines provided for signatures does not 
constitute a sealed document unless these words or scrolls were 
so intended by the signers. 



COMPETENCY. 



4. Competency of Individuals. A sane person 
who has attained his majority is competent to make any legal 
agreement or contract. The disabilities of married women 
in the matter of contracts are numerous, but will not here be 
entered upon. Neither will any reference be made to those 
disabilities pertaining to aliens, convicts, infants, insane per- 
sons, and drunkards. 

5. Competency in Governmental Relations. 

The national or any state government may become a party to 
a contract, and such government may sue on its contracts and 
enforce them, but the converse of this is not true. Neither the 
United States nor any state can be sued without its consent. \ 
The only remedy for a person who seeks the enforcement of a 
contract with such a government is an appeal to congress or to the 
state legislature. Many of the states of the south have repudiated 

•bee subject of Consideration, Art. 24. 

\ The state may consent to be a party to a suit in order to have the rights ot the 
parties passed upon by the courts. 



10 LAW OF CONTEACTS. 

their contracts in the matter of state bonds, issued during the 
periods of reconstruction, Bnd the bondholders have no remedy. 
Neither are public officers who negotiate contracts on the part 
of the state personally liable on contracts made in their own 
names, when these are signed in their official capacities. This 
freedom from all legal necessity to carry out its contracts is an 
essential element of sovereignty, and applies to kings and other 
more or less absolute rulers in their official relations. 

All public corporate governments, subordinate to that of 
the state, as of the county, or township, or village, or city, can 
be sued upon their contracts, and such contracts enforced when- 
ever these lie within their legal corporate powers. Thus a 
county, or town, or city can not repudiate its legal obligations, 
as the state has the privilege of doing, but these obligations can 
be enforced through the agency of the courts. For instance, 
it a county organization should wish to repudiate a particular 
issue of bonds, which have been issued and sold, because of 
some real or fancied grievance connected therewith, and if the 
county commissioners who represent the county in its corporate 
capacity should refuse to levy taxes for the payment of the 
interest or principal, the courts could order them to do so, and 
if they should refuse they could be fined and imprisoned for 
contempt. In some cases city charters have been repealed by 
the state legislature and the city changed into a "taxing dis- 
trict" in order to more readily enforce orders of the courts, in 
requiring them to fulfill the terms of some legal contract or 
obligation. 

6. Competency of Semi-Public and Private Cor- 
porations. A corporation has no powers for entering into or 
performing contracts beyond those given it by the state in its 
charter. Its capacity for transacting business, however, is not 
limited to the specific privileges granted in its charter, but is of 
necessity extended by implication to include such other powers 
as may be necessary for the complete consummation of its spe- 



COMPETENCY. ll 

cific purposes. For instance, if a corporation requires the use 
of certain real estate for the transaction of its business, it can 
evidently buy and sell such property when this is intended for 
its own uses. It may also borrow money and issue therefor 
various kinds of obligations, and, in fact, it may make any 
contract which it is lawful for an individual to make, provided 
such contract relates to a subject which is within the sphere of 
its operations. 

When a contract or agreement on the part of a corpora- 
tion does not fall within its express or implied powers, it is 
termed ultra vires ^ and such contracts can not be enforced. 
The official acts of the officers or agents of a corporation bind 
it much the same as such acts would bind an individual when 
made in a private capacity, and this applies both to oral and to 
written agreements, unless the corporation charter specifically 
requires certain kinds of agreements to be in writing. 

7. Contracts by Agents.* A contract by an agent 
is not valid unless the principal is himself competent to enter 
into a contract. On the other hand, a contract by an agent is 
valid, provided the principal is competent, even though the 
agent be incompetent to enter into a contract as a principal. 
Thus a minor may be a competent agent, but not a competent 
principal. The agent, however, must have no adverse interest 
from that of his principal under the contract negotiated. For 
instance, he must not be interested on both sides of the agree- 
ment, if these interests are supposed to be adverse. 

The legality of the acts of an agent is similar to the legal- 
ity of the acts of a corporation. Asa corporation receives its 
authority for the transaction of a particular kind of business 
from the state, and its capacity in the formation of contracts is 
limited thereby to the express and implied powers under its 
charter, so an agent receives his authority from his principal, 

•An engineer or architect is the agent of the owner (person or corporation), and 
iis such has the express powers given him in the contract itself or in his agreement 
with his employer, and also many customary implied powers. 



12 LAW OF CONTRACTS. 

his legal acts are limited to the scope of the authority conferred 
upon him by his principal, and, as in the case of a corporation, 
he will be justified in the law in the making of any contract, as 
agent, which may prove to be necessary or essential to the car- 
rying out of his more specific instructions, or for the transac- 
tion of the business for which he has received special authority. 

Unlike a corporation, however, an agent may exceed both 
his express and implied authority in the making of a contract, 
and yet this contract will become binding on the ratification of 
it by his principal. This ratification may also be either express 
or implied, an implied ratification consisting of a failure to 
object or protest or to annul the contract on learning of its 
existence, or of acting under it as though consent had been 
given. 

A ratification, whether express or implied, of the acts of 
an agent operates always so as to include the whole of the 
agent's acts pertaining to the particular transaction in question, 
and can not operate for the acceptance of a part, and the rejec- 
tion of other parts. By adopting a part, the principal is bound 
by the whole. If it appear, however, that the express or implied 
ratification was due to a mistake of fact, the principal may 
repudiate the action of the agent on learning of the facts. 

If the agent wishes to avoid personal responsibility in the 
entering into a contract, it must be understood by the other 
party that he is acting as an agent, and not in his own behalf. 
He may, however, enter into contract in his own name, not as 
an agent, when in fact he is the agent- of another party. In 
this case, however, the other party to the contract on learning 
of the principal, has his option to enforce the contract against 
the agent or against the principal as he may choose. In all 
cases of contracts with agents the other party to the contract 
must know of the agent's authority aside from the agent's own 
testimony in the case, as this latter is not received as evidence 
of the fact. Whatever the agent's pretended authority may be, 



COMPETENCY. 1 



o 



if it should prove that he has exceeded both his express and 
implied authorization, the principal is at liberty to repudiate 
his acts, and the other party to the contract has no remedy 
except against the agent himself. The agent's authority is 
evidenced, however, by the usual and customary transactions 
of such agent which have been accepted by his principal, and 
which have become know^n to the other party in a proposed new 
contract. Therefore as to third persons the authority of the 
agent may be implied from previous performances of similar 
acts which have come to the knowledge and received the consent 
of the principal. 

In the case of sub-agency, or of the appointment of an 
agent by an agent such authorization must proceed originally 
from the principal, or be afterwards ratified by him before the 
principal can be bound by the acts of the sub-agent. 

In order that an agent may relieve himself from responsi- 
bility in the signing of a contract, the document must reveal, 
either in its body or in the signature, who the principal is; a 
mere signing of a contract by a person as "agent" will not 
relieve the party so signing from personal responsibility unless 
the document does reveal the principal. 

If an agent enters into contract in a matter beyond his 
express and implied authorization, he becomes personally liable 
to the third party, unless he reveal to such party, at the time of 
the signing of the contract, the exact relation between himself 
and his principal in such a way that this third party becomes 
aware of the dubiousness of the agent's authority. In this case 
the principal may repudiate the act of his agent and the third 
party will not be able to hold either principal or agent to the 
contract. If, however, the agent does not disclose his exact 
relations with his principal, and assumes authority beyond his 
authorization, he does become personally liable for such damage 
as may result from failure of performance on the part of his 
principal. 



14 LAW OF CONTRACTS. 

The principal is also liable for all the frauds, deceits, and 
negligent acts of his agent so long as these pertain to the busi- 
ness he is authorized to perform. In this case, of course, the 
agent himself is liable both to his principal and to any third 
party. While if such fraud or deceit or negligent act pertains 
to matters outside the scope of his authority, the agent alone is 

liable. 

Acts of an agent continue to be binding upon the principal 

as to third persons, even if the agent's authority has been 
revoked and the agency ended, until such termination of the 
agency comes to the knowledge of such third person. This 
applies to all kinds of continuous agencies, but does not apply, 
of course, to an agency for the performance of a particular act. 
The death of the principal always acts to terminate- the 
agency, w^hich termination occurs at the instant of the death of 
the principal. This nullifies even such acts of the agent after 
the death of his principal as may have occurred before such 
death came to the knowledge of the agent; but when the agent 
enters into contracts for his principal after the decease of the 
latter, with or without the knowledge of such decease, the 
contract is void as against the estate of the principal, and, gen- 
erally speaking, as against the agent himself, and the third 
party is without remedy. In this case no notice of the termi- 
nation of the agency is required. In a -few states, however, the 
rule has been adopted that the bona fide acts of the agent after 
the death of his principal and before he becomes aware of the 
fact, and which do not require the principal's signature are 
valid in favor of third parties. 



LEGALITY OF THE AGREEMENT. 

8. Kinds of Illegal Subject-Matter. No contract 
can be enforced in the courts which involves an agreement to 
perform an act which is («) forbidden by statutory law, or (<:5) 



LEGALITY. 15 

is contrary to the rules of common law, or (c) which is opposed 
to public policy. 

9. Contracts in Breach of Statute Law. This 
subject will not here be entered upon at length. It may be 
said, in short, that all acts which are expressly prohibited by 
statute law, or all acts for which specific penalties are attached 
in national, state, or municipal laws, if made the subject of a 
contract, such contract can not be enforced. Without here 
mentioning the acts which would be criminal or immoral, it 
may be well to call attention to a certain class of contracts 
which can not be enforced at law because the plaintiff in the 
suit has no legal standing in court. Thus where the state stat- 
ute requires a diploma or license for the practice of medicine 
or surgery, or a license to act as attorney a]: law, or as a sur- 
veyor, or as an engineer, a person not having such legal author- 
ization can not collect in the courts the price of his professional 
fees. 

Under this head also fall agreements to pay usurious inter- 
est, which in some states involves the forfeiture of the entire 
interest, and in a few states the entire contract becomes void 
even to the sacrifice of the principal. 

In most states all kinds of wagers are declared unlawful by 
statute and can not be collected. 

While all contracts for fire or life insurance are in a certain 
sense wagers, they are valid and lawful when the person for 
whose benefit the insurance is made can be shown to have a 
suitable interest in the property or person insured. 

In all states where Sunday labor, with the exception of 
* 'works of necessity and charity," is prohibited, contracts made 
on Sunday are illegal and can not be enforced. 

Where contracts in breach of statute law have been fully 
executed, in other words, where the act has been done and the 
compensation received, the law will not recognize such trans- 
actions for the purpose of annulling them. Thus, in the case of a 



16 JiAW OF CONTRACTS. 

wager which has been paid, the law will not enforce the return 
of the money. 

10. Immoral Acts. The courts will not enforce an 
agreement, the object of which is forbidden either by statute 
or by common law, or which in law may be regarded as immoral 
or wrong. Such agreements might relate to such subjects as 
the commission of crime • all kinds of frauds upon creditors, 
either by way of fraudulent assignments, or by way af agree- 
ments with certain creditors to the disadvantage of others ; all 
kinds of transactions under false pretenses, as the selling of 
articles under false labels; fraudulent conveyance of real 
estate to defraud creditors; changes in contracts after they have 
been signed, either by one party without the consent of the 
other, or by the two principals without the consent of the 
sureties ; all acts of officers of corporations in their official 
capacity, in furtherance of their private ends; fictitious bidding 
at auctions for the purpose of raising the bids of bona Jide pur- 
chasers ; collusion between the auctioneer and private individ- 
uals to defraud owner, and the like. 

The particular class of illegal acts in this category which 
has especial interest to engineers, is that referring to changes 
in contracts agreed to by the principals without the consent of 
the sureties or bondsmen. In all such cases if the changes are 
material, that is to say, if they are such as may be said to have 
a money value, then if these changes be made without the con- 
sent of the surety, such surety can no longer be held for any 
damage resulting from failure of his principal to fulfill his 
agreement. Since such changes are almost always made in all 
contracts after they are signed and before the work is fully 
executed, and since it is very common to neglect to obtain the 
consent of the sureties when making all such changes, these 
sureties or bondsmen are nearly always relieved from liability 
in the manner here indicated. Furthermore, if such sureties 
are consulted in regard to the proposed changes and they 



LEGALITY. 17 

should not choose to give their consent, then if they are still to 
be held for the fulfillment of the contract their consent to such 
changes must be purchased, the same as must be done with the 
principal himself as provided for in the specifications or con- 
tract. Because of this common oversight and the resulting 
relief of these sureties, or of their opposition to allowing 
changes to be made in case they are consulted, it is becoming 
customary to provide some other kind of guarantee of fulfill- 
ment, other than that of personal sureties. 

11. Contracts Opposed to Public Policy. These 

contracts may relate to all such acts as may be shown to be 
detrimental to the public welfare. Such as acts which would 
tend to injure the public service, or to obstruct the course of 
justice, or to encourage litigation, or as have an immoral tend- 
ency, or as will restrain the freedom of trade, or as will dimin- 
ish the security of property and life. As such contracts in 
general have no immediate bearing upon the work of engineers 
they will not be further enlarged upon here. There is, however, 
a class of agreements commonly entered into by the principals 
to an engineering contract which are often construed in the 
courts as against the public policy, which will be discussed in 
the following article. 

12. Agreements Which Refer to Arbitration. 

The following discussion of this subject is taken bodily from 
Lawson on Contracts, being article 318 of that work. 

♦*An agreement that matters which have arisen or may 
arise between the parties shall be referred to an arbitrator or 
arbitrators is not binding and either party may have recourse 
to the courts notwithstanding it. The reason of the rule is by 
some traced to the jealousy of the courts and a desire to repress 
any attempt to encroach on the exclusiveness of their jurisdic- 
tion, and by others to an aversion on the part of the courts 
from reason of public policy to sanction contracts by which the 
protection which the law affords the citizen is renounced. 

"But when a contract contains a condition which provides 
that disputes arising out of it shall be referred to arbitration, 

2 



18 LAW OF CONTRACTS. 

the validitv of such a condition depends upon rather a fine dis- 
tinction. Where the ainoimt of da??iage sustained by a 
breach of the contract is to be ascertained by specified arbitra- 
tion before any right of action arises, the condition is good ; 
but where all matters in dispute, of whatever sort, are to be 
referred to arbitrators and to them alone, the condition is ille- 
gal. The one imposes a condition precedent to a right of 
action accruing, the other endeavors to prevent any right of 
action accruing at all. As well put by an English judge: 
'If a tenant covenant that he will cultivate the demised land in 
a husband-like manner and also covenants that if any dispute 
shall arise in respect thereof it shall be referred to arbitration, 
an action may nevertheless be maintained ; but where the cove- 
nant is to pay such damages as shall be ascertained by an arbi- 
trator, no action will lie until he has ascertained them.' 

"The principle is frequently applied in the United States 
to contracts for the construction of buildings, railroads, canals 
and other works involving numerous details. These contracts 
give rise to many questions \vhich a court of law might reasona-" 
bly send to a referee, and the parties may agree that such questions, 
shall be determined by an architect or engineer or by arbitra- 
tors, and that such determination, or a bona jide effort to 
obtain it, shall be a condition precedent to the right to bring 
an action on the contract. Contracts of insurance usually con- 
tain similar clauses. Thus an insurance policy provided that, 
in case of differences arising touching any loss or damage., the 
matter might at the request of either party be submitted to 
impartial arbitrators w^hose award in A^riting should be binding 
on the parties to the amount of such loss or damage, 'but 
shall not decide the liability of the company under this policy;' 
also, 'it is furthermore mutually agreed that no suit or action 
against this company for the recovery of any claim by virtue of 
this policy shall be sustainable in any court of law or chancery 
until an award shall have been obtained fixing the amount of 
such claim in the manner hereinabove provided.' It was held 
that no suit could be sustained against the objection of the 
company until an award had been made, although neither party 
previous to the suit had requested arbitration. 

But it must be expressly stipulated in all cases that the award 
or determination is a conditio7z precedent to the right of action 
en the contract, or the agreement to arbitrate will be of no 
effect. 

Agreements of a similar nature have been held illegal, as 
aiming to oust the jurisdictionof the courts; as, for example, 
a provision in the by-laws of a benefit association that the 
decision of the officers on the claim of a member shall be final 
and conclusive. And parties are not allowed by contract to 
vary the procedure in the courts prescribed by statute. In Illi- 



AGREEMENT. , 19 

nois a lease contained a provision that the landlord should have 
the rio^ht to take immediate judgment aganist the tenant in case 
of a default on his part without giving the notice and demand 
for possession and filing the complaint required by the statute. 
It was held that such a provision was illegal." 

13. The Engineer as Arbitrator. In the carrying 

out of engineering and building contracts, the specifications are 
usually so written as to make the engineer or architect an arbitra- 
tor on almost all questions which can possibly arise under the 
contract, and it is usual to specify that his decisions thereon 
shall be final and conclusive. In view of what is given in the 
previous article it is evident that such a clause can not operate to 
prevent a case being brought before the courts under such a con- 
tract, but when it has been so brought it evidently will operate 
to sustain the decisions of the engineer on all points which may 
be construed by the court as '-'•conditions precedent'' to final 
settlement. On all questions of fact, however, which the 
court can pass upon as well as the engineer, and on all ques- 
tions of law the court would retain its jurisdiction notwithstand- 
the agreement of both parties to submit all questions to the 
arbitration of the engineer, whose decisions were to be "final 
and conclusive.'* On all questions which the engineer is, from 
the circumstances of the case, especially competent to deter- 
mine, as to quantities and classification, as well as all questions 
which are more or less matters of opinion as classification of 
materials and perfection of work done, the decision of the 
engineer will be sustained under such a clause, provided it be 
not shown that he has acted fraudulently in the matter. See 
Articles 85 and loS. 



AGREEMENT. 



14. Mutual Assent. In order that a contract shall be 
binding on both parties to an agreement it must have been under- 



20 LAW OF CONTRACTS. 

stood and assented to by both in the very same sense. How- 
ever clear the agreement would appear to be on its face, if it can 
be shown that the proposition was not mutually understood in 
the same sense it can not, in general, be enforced. It must not 
be understood, however, that all pleas of having misunder- 
stood the plain and express provisions of a written contract will 
relieve the party making such claim from liability under it. In 
other words the mental agreement is evidenced by the language 
used in expressing such agreement, and the law will presume 
that such words were understood, provided their meaning is 
plain and evident. Furthermore whatever a man's real inten- 
tion may be, if he so acts as to lead another person to reasona- 
bly suppose that he was assenting to a given proposition, and 
this person proceeds on this assumption, the other party so act- 
ing becomes bound by the proposition. 

The agreement is not consummated until each party has 
communicated to the other, either orally, by letter, or by overt 
acts, his intention in the matter. The secret or mental acceptance 
of a proposition by one or both of the parties to it does not 
complete a legal agreement, until this mental act has been 
communicated to the other party. 

A person making an offer, whether orally, by messenger, 
by mail, or by telegraph, or by public advertisement, must 
allow a reasonable time for its acceptance, provided no time 
limit is stated in the proposition. If the acceptance is returned 
by the same agency used in sending the offer, the contract is 
completed at the time such acceptance is delivered to such 
agency, whether the party sending the offer ever receives such 
acceptance or not. A person is bound by the acts of the agent 
of his own selection, and the failure of this agent to deliver to 
him the acceptance does not operate to prevent the completion 
of the contract. For instance, a proposition sent by mail is 
accepted at the time the letter of acceptance is deposited in the 
postoffice or letter box, and a proposition sent by telegraph is 



AGREEMENT. 21 

accepted and the contract completed at the time of the delivery 
of a telegraphic reply at the telegraph otfice or to a telegraphic 
messenger. 

If the person receiving the offer wishes it to remain open 
for a definite length of time, longer than might be construed as 
reasonable, if no time is specified, he must pay to the other 
party something which may be construed as a consideration for 
the privilege of acceptance for such specified time. On the 
other hand, the party accepting can withdraw his acceptance if 
he can succeed in having his withdrawal presented to the first 
party before his acceptance has been received. Thus an accept- 
ance by mail may be withdrawn by telegraph, provided the 
telegram is received before the letter. 

A mere offer may be withdrawn at any time before it is 
accepted, unless a consideration has been paid for the privi- 
lege of acceptance for a definite time as above described. A 
formal notice of withdrawal is not always necessary, as when 
the party receiving the offer becomes aware of the sale of the 
property in the mean time to another. 

When an offer is made by mail or telegraph the means 
used for communicating the offer become the recognized agent 
of the party making such offer, and the party receiving it is at 
liberty to accept it as received, even though a mistake may 
have been made in the transmission of the same. Thus if an 
offer is made by telegraph, and an error has been made in 
transmitting the same, the erroneous proposition may be 
accepted either by mail or telegraph, and the party making 
such offer is bound. His only remedy is to sue the telegraph 
company for damages. This is because the party making the 
proposition assumed all responsibility for the correctness of the 
transmission by the agency selected by him. 

When an offer has been made and no consideration paid 
to keep it open for a given time, it is supposed to stand for 



22 XAW OF CONTKACTS. 

what the law will consider a reasonable time, the actual length 
of time depending altogether on the nature of the transaction. 

15. Qualified assent. Whenever a proposition made 
by one party is accepted by another with any kind of qualifi- 
cation or change of the conditions or wording of the original 
proposition, such an acceptance is simply the making of a 
counter proposition to the first party, and does not constitute an 
agreement until such party has in turn assented fully to the 
entire proposition as last stated, and if he again assents to the 
proposition with further changes or amendments, it becomes 
again a new proposition, which must be agreed to by the second 
party, before it becomes binding on the party to whom it is 
sent. The assent which finally makes of the offer or proposi- 
tion a binding contract, is the full, absolute, and unconditional 
acceptance of its terms. 

16. Qualified offers. The party making the offer has 
the right to prescribe in it the time, place, form, or other con- 
dition of acceptance, in which case such offer can be accepted 
only in the manner prescribed. This privilege on the part of 
the proposer does not enable him to impose the condition, how- 
ever, that a failure to receive an acceptance by a certain time 
will be construed as an acceptance. In other words, he may 
not impose the conditions of refusal. 

17. Implied acceptance. An offer may be accepted 
by merely acting upon it, the act becoming an acceptance from 
the time it was performed. Thus an offer to purchase goods 
may be accepted by simply shipping the goods, or in the case 
of a published offer of a reward for the apprehension of a 
criminal, the act of apprehending is construed as both an 
acceptance and fulfillment of the contract. 

18. Failure of agreement by mistake. The parties 
to an agreement -are bound to the fulfillment of the same in 



AGREEMENT. 23 

accordance with the plain intent and meaning of the language 
used, whether oral or written, provided the meaning of this lan- 
guage be clear, and neither party is allowed to plead either 
carelessness in the reading of the terms thereof or ignorance of 
the meaning of the language used. It goes almost without saying, 
however, that apparent or evident mistakes in the use of lan- 
guage will be corrected by the court. However, the following 
kinds of mistakes will lead to a decision tiiat no contract was 
really entered into because of utter failure of the parties to 
agree to the same thing. 

(a) Mistake concerning nature of transaction, 

as where a person, by mistake, signs a document of an entirely 
different character from that which he intended to sign, as 
where he signs a bond instead of a petition, or a deed instead 
of a lease, the two documents being similar in form and 
appearance. In such cases it is held that the "mind of the 
signer did not accompany the signature" and therefore he never 
agreed to such a proposition. If it can be shown, however, 
that the mistake resulted from negligence to read the terms of 
the proposition, and that while the signer understood in a gen- 
eral way the character of the document, but did not read it 
over carefully, or perhaps did not read it at all, he will he held! 
to the contract because of his culpable negligence. This only 
holds where the plea of fraud on the part of the other party to 
the contract is not maintained. 

(b) Mistake concerning person with whom con- 
tract is made, as "where A contracts with B, thinking that 
he is contracting with C, there can obviously be no contract, 
for B not being present to A's mind, A can not be a consenting 
party to a contract with B." This, of course, does not affect 
contracts made through agents, when the agency is declared. 

(c) Mistake concerning Subject-matter of Con- 
tract. If the parties contracting engage themselves concenii- 



24 LAW OF CONTRACTS. 

ing a thing which does not exist, such a mistake avoids the 
contract, because of the nonexistence of the subject-matter. 
This applies to property which may have ceased to exist before 
the contract is signed, although both of the parties were ignorant 
of the fact. In all cases, however, where the existence of the 
subject-matter is in the mind of the proposer more or less doubt- 
ful and yet the offer which he makes is unconditional, he can 
be held for damages resulting from failure, even though the 
subject-matter be nonexistent. 

A mistake prevents the consummation of a contract also, 
where each of the parties has in mind a different subject-matter 
from the other. This applies to mistakes which may be con- 
sidered legitimate, as where the same words apply with equal 
force to different things, or in the case of an oral contract 
where the language was clearly misunderstood, from a failure 
to hear the words which were really spoken. 

The remedy for a contract entered into under a mistake is 
the privilege of repudiating it on the part of the person who 
made the mistake, or the privilege of recovering, by a suit at 
law, part payment which may have been made, it being under- 
stood that the contract has not been fully executed by a com- 
plete payment. Or the case may be brought into a court of 
equity, and justice obtained by having the court correct the 
terms of the agreement, it being assumed in all these cases that 
no fraud has been committed. 

19. Misrepresentation in the Contract. In order 
that a misrepresentation of facts may make a contract invalid, 
it must have been made with a fraudulent intent. The mere 
falsity of a statement of a material fact in the contract, however 
much it may have misled the other party, will not invalidate 
the document, unless a fraudulent motive accompanied the 
misrepresentation. It is necessary, therefore, to prove the 
motive of the misrepresentation before the validity of the con- 
tract can be passed upon. 



AGREEMENT. 25 

If, however, a particular term in the contract or some 
integral part of it is based upon a misstatement of fact, which 
term or integral part can be passed upon separately from the 
body of the contract, such a misrepresentation is equivalent to 
a promise by the party making it, and if not fulfilled the other 
party can recover damages. This, however, does not invalidate 
the contract as a whole. 

A nondisclosure of fact is equivalent to a misrepresenta- 
tion of fact, provided the disclosure properly accompanied the 
transaction. 

Fraudulent misrepresentation will be treated in the follow- 
ing article. 

Contracts for insurance, whether marine, fire, or life, and 
contracts for the purchase of stock in corporations, also con- 
tracts between parties occupying intimate and confidential rela- 
tions with each other may be invalidated by misrepresentation 
of fact, which would not invalidate ordinary business or engi- 
neering contracts. (See a general treatise on the Law of Con- 
tracts for these cases.) 

20. Invalidity of Contract through Fraud. As 
a general rule fraud vitiates all contracts. That is to say, 
fraudulent misrepresentation by one party enables the other or 
injured party to declare the contract void from fraud, or he 
may enforce the contract against the defrauding party, at his 
own option. The defrauding party, however, has no option or 
privilege in the way of declaring the contract void. In other 
words, should he find that the contract was adverse to his inter- 
ests, he could not plead his own fraudulent act to his own 
benefit. 

Fraud in the sense here used consists in a "false repre- 
sentation of fact made by the party who is charged with it, with 
a knowledge of its falsehood, or in reckless disregard whether 
it be true or false, with the intention that it shall be acted upon 



26 LAW OF CONTKACTS. 

by the complaining parU*, and actually inducing him to act 
upon it to his damage." 

''From the above definition the following essential ele- 
ments of fraud may with profit be stated separately.: (a) A 
false representation. (^) A misrepresentation of fact, (c) 
A representation made by the /tzr/v c^ar^^^. (r/) Knozuled^e 
of its falsity or a reckless indifference in the matter, (e) An 
intention that it shall be acted upon by the other party. (/) A 
reliance upon it by the other party. (^) Damage to the party 
deceived." Unless each and every one of the above essential 
elements of fraudulent misrepresentation be proved", the con- 
tract can not be avoided on the score of fraud. 

The false representation also must refer to some material 
fact. Furthermore the concealment or nondisclosure of a 
material fact in an active manner, that is to say, an active pre- 
vention of the disclosure of material facts, may constitute fraud- 
ulent misrepresentation. 

Where the one partv* knows that he is being trusted by the 
other party and relied upon for the disclosure of material facts, 
as is the case when a contractor relies upon the engineer or 
architect to disclose to him the material facts pertainmg to the 
work to be done, this rule will be more rigidlv applied than 
when no such confidence is imposed. 

A concealment of the real value of goods shipped by 
express or freight, or by other agency, in order to obtain such 
shipment at a lower rate, is a fraudulent misrepresentation. 

While the vendor or seller of an article is not obliged to 
make known to the purchaser the defects of the article, when 
such defects can be discovered by the buyer, yet a deliberate 
hiding of such defects on his part will be considered a fraudu- 
lent misrepresentation. As to defects which can not be dis- 
covered by the buyer, the vendor is bound to make known to 
him such defects as he himself may be aware of. 



AGREEMENT. 27 

While known false representation of the quality or defects 
of an article made by either seller or buyer, for the purpose of 
gaining the advantage in a transaction is fraudulent, the pur- 
chaser, however, is not obliged to disclose his knowledge of 
the real value of an article, which is offered to him below its 
actual value. 

On questions which may be considered matters of opinion 
rather than questions of fact, misrepresentations do not consti- 
tute fraud ; only misrepresentations of known facts fall in this 
category. What is not really known may be misrepresented 
without invalidating the contract. Neither do false representa- 
tions of future intention, or of questions of law, constitute 
fraud. 

The fraudulent misrepresentation must have been made by 
the party charged or by his agent, or with his connivance and 
knowledge. The fraud of a third person does not invalidate 
the contract between two others. 

The misrepresentation must be known to be false. Some- 
times a contract may be set aside because of violent injustice 
resulting from a false representation, which was, however, 
believed to be true. Frequently, however, a party may make 
extravagant statements in a reckless manner for the purpose of 
influencing the other party to a transaction, not knowing 
whether his statements be true or not. In such a case the will- 
ful negligence or recklessness as to the truth of his positive 
statements will act to invalidate the contract, provided such 
statements prove to be false, the same as though he had known 
them to be false. 

The false statements must also be made with the expecta- 
tion that they are to be believed and acted upon. Extravagant 
aflSrmations made in a jocular manner, and not expected to be 
believed, would not constitute fraud. 

The misrepresentation must be accepted as true, and be 
acted upon before the fraud is perfected. The burden of proof 



28 LAW OF CONTRACTS. 

here' lies upon the party charging fraud, to show that he did 
really act upon the statements made. It is not necessary that 
he shall show that the fraudulent statements formed the sole 
basis of his action. He need only show that they contributed 
materially to that end, and that the action would not have been 
consummated without them. 

A false representation as to one of several material matters 
in a contract operates to vitiate the entire agreement. 

The party claiming fraud must also show that some actual 
damage has been suffered. It would not be sufficient cause for 
the annulling of a contract to show that one was fraudulently 
led to the payment of a just debt, since no damage has in this 
case been sustained. 

21. Remedy of party defrauded. Immediately on 

discovering the fraud the party defrauded should take action, 
and he has his option of the following courses, the last two 
being remedies. 

(a) He may enforce the contract against the defraud tng 
party, or take no action whatever, and allow the contract to be 
enforced against himself. If he does not take action on dis- 
covery of the fraud, he will be supposed to have consented to 
the enforcement of the contract, notwithstanding such fraud, 
and he will lose his option of resisting such enforcement. 

(^) He may at once give notice of the rescission or 
rescinding of the contract on his part, because of fraud claimed 
to have been perpetrated by the other party, and he may bring 
suit to recover damages, or he may either by word or act give 
evidence to the other party of his intention to treat the contract 
as null and void. 

(c) If it be practicable to reinstate the parties in their 
original relative relations, he may sue for such restoration. 
That is to say, if goods have been delivered, they may be recov- 
ered if practicable. 



AGEEEMENT. 29 

Any action under the contract in the way of acknowledg- 
ing its force by the party defrauded, after he has discovered the 
fraud, will operate to make the contract binding upon him, as 
he will be assumed to have deliberately forfeited his right of 
rescission. It must be understood, also, that he can not con- 
sent to the operation of a portion of the contract with the privi- 
lege of rejecting another portion of it to which the fraud may 
more directly relate. Since fraud vitiates the entire contract, 
the defrauded party must forfeit his privilege of rejection 
entirely by agreeing to its terms notwithstanding the fraud, or 
he must reject it entirely and in all its parts. He can not 
obtain the benefit of a part and reject another part. 

Outside of the rights described above, arising under the 
contract itself, the defrauded party has the privilege at common 
law of bringing action for deceit to cover such damage as he 
may have sustained as a result of such fraudulent misrepresen- 
tation. This action is in addition to his privilege of avoiding 
or rescinding the contract itself. 

Furthermore a party defrauded of his property may recap- 
ture it, if he is able to do so without unnecessary violence and 
without a breach of the peace, without recourse to the law^ and 
its agencies. 

22. Invalidity of Contract through Duress. '* A 

person is said to have acted under duress when he does or 
promises to do any act not of his own free will, but in conse- 
quence of unlawful physical restraint imposed by another, or in 
consequence of threats made by another, either to do him some 
great bodily harm, or to unlawfully destroy his property, or 
deprive him of the same. Promises made under duress will 
not be enforced, and money paid, or property transferred under 
duress may be recovered." 

Contracts entered into under duress as above defined are 
voidable at the option of the constrained party, the same as 



30 LAW OF CONTRACTS. 

though fraud had been perpetrated upon him. The contract is 
not voidable, however, at the option of the other party. 

• 

23. Invalidity of Contract through Undue In- 
fluence. Where the parties occupy a confidential relation to 
each other, or from long association and other peculiar circum- 
stances affording the proper and sufficient opportunities, courts 
of equity take cognizance of what may be called undue influ- 
ence, which may act the same as fraud in persuading the person 
to enter into an unfair and unreasonable contract. Such are 
the relations of the members of one family, or those of guar- 
dian and ward, attorney and client, priest and parishioner, 
physician and patient, as well as those where mental weakness 
from old age or sickness and the like, furnish suitable oppor- 
tunities. 

The remedies in the case of undue influence are the same 
as those in the case of fraud, except that the influenced party 
does not lose his rights of choice of remedies by delay in 
action, since it is unfair to assume that such a party can sud- 
denly recover his normal independence. 



CONSIDERATION. 



24. Consideration Defined. All business contracts 

such as an engineer will be called upon to enforce must always 
be supported by a valuable consideration ; otherwise they are 
not enforceable. As such a consideration is always named and 
specifically determined in all engineering contracts, it is not 
necessary to go into that subject here very fully. 

A "valuable consideration" in the eyes of the law is 
'''-some rights interest^ profit ^ or benejit^ accruing to one party ^ 
or some forbearance^ detriment^ loss, or resp07isibility given, 
suffered, or undertaken by the other. ^^ 



CONSIDERATION. 31 

Such a consideration is necessary to enforce a written 
agreement the same as would be necessary with an oral agree- 
ment. 

A contract under seal, however, does not require a con- 
sideration to enforce it. This is the principal- and character- 
istic difference between contracts under seal, and ordinary- 
written or oral contracts, both of which latter class constitute 
what is known as simple or parole agreements. 

It is not necessary that the consideration be named in the 
agreement, or that the fact of consideration should appear in 
the agreement; it is only necessary that there shall be a con- 
sideration in fact. 

In cases of promissory notes and other negotiable paper, 
the presumption is that there was in fact a consideration, 
whether named in the document or not, and the burden of 
proof rests upon the maker of the note to show that there was 
in fact no consideration. 

In the states of California, Iowa, Indiana, Kansas, Ken- 
tucky and Missouri, an agreement made in writing is presumed 
by statute law to be founded on a consideration, and is there- 
fore placed on the same basis as holds generally for negotiable 
paper. Here again the burden of proof rests upon the 
defendant to show that there was in fact no consideration. In 
both the above cases if it can be shown that the promise was 
not supported by what the law will construe as a valuable con- 
sideration, the agreement or contract fails. 

A promise made without a valuable consideration is con- 
strued by the law to be gratuitous, and not enforceable, even 
though the party to whom it was made has acted upon it, and 
has sustained serious loss or damage thereby.* 

25. Adequacy of Consideration. It is not neces- 
sary that the consideration named, or implied, or shown to 
exist by any. acceptable evidence shall be adequate to support 



32 LAW OF CONTKACTS. 

the promise. So long as it is valuable at all, in the sense 
defined in the previous article it w^ill support the full promise. 
The question of adequacy ot consideration will not be allowed 
to be put in evidence except for some ulterior purpose, as when 
it is attempted to prove fraud. 

Here the law seems to conflict wnth the principles of right 
and justice ; but for the court to inquire into the adequacy of a 
consideration would make nearly all contracts subject to litiga- 
tion and the freedom and rights of the individual would be 
greatly curtailed. This rule as to adequacy, however, does not 
apply to the exchange of sums of money, for instance, whose 
absolute values are fixed and known. In this case the consid- 
eration must be adequate and equal. 

When the consideration is grossly inadequate, suit may be 
brought in equity and the courts will in that case sometimes 
vary the terms of the agreement in the interest of justice. 

Neither is it necessary that the consideration should have 
any assignable money value, as is plainly implied in the defini- 
tion of a consideration given in the previous article. Thus 
mutual promises are each a consideration for the enforcement 
of th« other, but when the promise of one of the parties 
includes no more than it was already his legal duty to perform, 
such a promise will not support a promise made by the oppo- 
site party. For example, if A owes B a sum of money, and 
interest thereon which is due^ and A promises to pay B the 
interest if he will extend the loan, which B promises to do, here 
B's promise to extend the loan is not supported by a valuable 
consideration and is therefore not enforceable. Again a 
promise to pay to a public officer more than his lawful fee for 
the performance of a public duty, is not enforceable. 

. 26. Agreement to Take Less than is Due. A 
very common case in the execution of contracts is that of an 
agreement by one of the parties to receive or accept less than 
the contract calls for. It is important here to distinguish 



CONSIDERATION. 33 

between sums of money or matters which are in dispute, and 
sums of money or matters which are not in dispute. 

•If one of the parties agrees to accept a sum of money 
less than that which is avowedly due him, such an agreement 
is not enforceable, because of failure of consideration, unless 
some condition of performance accompanied the offer which 
may be construed as a consideration. If, however, the sum of 
money claimed by A is disputed by the other party B, and 
never has been acknowledged by B as being the amount owed, 
then and in that case an agreement on the part of A to 
accept less than his claim, when accepted by B, is enforceable. 
This is because no agreement had been made previous to this 
compromise arrangement. 

Similarly an agreement on the part of the owner to accept 
a less amount of work or a cheaper construction on the part of 
the contractor than that contained in the written specifications 
is not enforceable, unless it is supported by some further act 
on the part of the contractor, or by a corresponding change in 
the price of the work, which may be construed as a considera- 
tion. If, however, the original contract provided for such 
changes as these by agreement without further consideration, 
such further agreements simply modify the terms of the origi- 
nal contract and become a part thereof without a new considera-. 
tion being required. 

Where several creditors enter into a mutual agreement 
among themselves and with the debtor to take less than is 
acknowledged to be due them, and to discharge their several 
debts, such an agreement is held to rest on a sufficient consid- 
eration, since these mutual promises are evidently for their 
mutual benefit, and therefore all do receive a valuable consid- 
eration in support of such promises. 

If it is desired or intended that an agreement shall hold 
without a correspDudin;^ co isideration, such as have been 
referred to above, it is only necessary to execute the new agree- 
3 



34 LAW OF CONTRACTS. 

ment under seal, in which case a consideration is not required. 

When a person brings suit against another or threatens to 
do so, for a sum of money claimed in good faith to be due, 
not evidenced by a note or promise to pay, the dismissal of such 
suit, or a promise not to bring it, is a sufficient consideration for 
a promise by the party sued, or threatened to be sued, to pay to 
the claimant a sum of money, or for a promise to do any other 
lawful act. 

In the case of an engineering contract, an agreement by 
the parties to vary the terms of the original contract, which 
variation may not have been provided for in such contract, 
an agreement to vary the conditions in one particular must 
be supported by a consideration in the way of an agree- 
ment to vary the terms of the original contract in some 
other particular which may be accepted as a consideration, or 
some other and new consideration must be provided for in 
order to support such agreement. Thus, if A has agreed to 
build a house for B in accordance with certain plans and speci- 
fications with no provision for changes of plan, if B consents 
to a change in the plans by which the cost is reduced, without 
any consideration being agreed upon or mentioned for such 
change of plans, B has the privilege of changing his mind, 
and of enforcing the original agreement, since the second 
agreement was not supported by a consideration. In like 
manner, should A consent to a change of plans without 
naming a consideration he can not be held to such an agree- 
ment even though it be made in writing, but may continue to 
carry out the original agreement, which alone is bindmg. In 
other words, all subsequent or auxiliary agreements or changes 
in the original contract not provided for in the original docu- 
ment are in fact new contracts and must each and all be sup- 
ported by a consideration. 

Promises or contracts which have been fully executed can 
not be inquired into by law, as to whether there may have been 



CONSIDERATION. 35 

no consideration. Thus money which has been paid without 
consideration can not be recovered, and for work executed 
before a promise to pay has been given or implied, no recovery 
or compensation can be obtained. 

Of this general character are gifts which have been made, 
the article having been deliv^ered to the donee. They can not 
be recovered, neither can payment for them be enforced. An 
exception to this is where property has been given away to 
defraud creditors. In this case the person receiving the gift 
may be compelled to restore it to the creditor, or so much 
thereof as will discharge the creditor's claim against the donor. 

27. As to Waiver of Legal Rights. An apparent 
exception to the general rule that a promise must be supported 
by a consideration is an agreement to waive a statutory right of 
defense. Thus "a promise to pay a debt barred by the statute 
of limitations, or by a discharge in bankruptcy, though made 
without consideration is enforceable, * and a promise by an 
endorser of a bill or note to pay it, although the endorser 
knows that he has been released from all liability, from the 
note not having been protested when due, is likewise binding." 
In these cases the new promise is equivalent simply to waiving 
the legal rights of the party, after which the old promise is 
again restored to its legal status, which former promise was 
supported by a consideration. 

"But when a debt has been canceled by the act of the 
parties, as by a release under seal, which would require no 
consideration, a subsequent promise to pay the debt, notwith- 
standing the release, is not valid unless supported by a consid- 
eration." In this case the former promise or agreement had 
been obliterated by a subsequent release under seal, and h^nce 
a new contract would have to be made. 



36 LAW OF CONTKACTS. 

CONTRACTS UNDER SEAL. 

28. Classes of Sealed Contracts. While any con- 
tract may be executed under seal, and so become a sealed 
contract, under the common law, the following must be exe- 
cuted under seal to become binding, namely: («) Gratuitous 
promises. (<5) Contracts with corporations, (d:) Conveyan- 
ces of real estate. (<f) Bonds. 

(«) If it is the purpose to make a gratuitous promise 
legally binding on the parties, it must be executed under seal, 
and when so executed the absence of a consideration will not 
invalidate it. 

(<^) The common law rule that contracts with corpora- 
tions must be executed under seal no longer obtains in the 
United States. Here a contract entered into with the proper 
officers of a corporation is valid without being sealed, the same 
as though made with an individual, unless the charter of the 
corporation specifically requires all contracts to be made under 
seal. 

(c) Deeds and mortgages do still in this country require 
the presence of a seal, except where a special statute pro- 
vides otherwise.* 

(f/) A bond is an instrument under seal whereby one 
acknowledges himself indebted to another in a specified sum, 
generally but not necessarily conditioned on the performance 
of some act. Thus bondsmen or sureties in the case of an 
engineering contract are those who sign an obligation or 
acknowledgment of indebtedness in favor of the party letting 
the work, in a specified sum, conditioned on the faithful exe- 
cution of the work which the contractor has undertaken to 
perform. Such an instrument, called a bond, should be exe- 
cuted under seal. 

*This is true in Ohio, Indiana, Iowa, Kansas, Nebraska, Tennessee, Texas, 
Dakota, Kentucky, and Mississippi. 



PAROLE CONTRACTS. 37 

The significance of a seal is losing its force in America. 
In some states a seal no longer has any significance, whatever, 
so that even when present in due form, it does not import a 
consideration, but such consideration must be proved the same 
as for a simple or parole contract. The plain intent of the 
parties is the controlling factor. The rules given above are 
the common law rules and still have more or less force in some 
states. 



PAROLE CONTRACTS. 
29. Oral and Written Contracts. All contracts, 

either oral or written, not executed under seal, are called simple 
or parole contracts. 

An oral contract has all the force of a simple written con- 
tract, but it is subject to difficuhies in the way of establishing 
or proving its terms, which a written contract is comparatively 
free from. A large proportion of the litigation arising from 
the nonfulfillment of contracts is caused by a failure to reduce 
the terms of the contract to writing. 

An oral or written contract can be modified by subsequent 
agreements, and such subsequent agreements become a part 
of the original contract. A written contract, however, has 
this advantage over an oral contract: It is presumed in law 
to embody all understandings and agreements made at the time 
of, or previous to, the signing of the contract. No oral evidence 
can be admitted therefore as to asrreements or understandinofs 
made at the time of the written agreement or antecedent 
thereto which would modify its terms. Evidence will be 
received, however, as to oral or written agreements made sub- 
sequent to the signing of the written contract which may 
modify its terms. 



38 LAW OF CONTKACTS. 

It is allowable, however, to admit testimony as to oral 
agreements or understandings made prior to, or contemporaneous 
with, the signing of the contract, for the purpose of proving 
fraud and deception. 

Such evidence may also be introduced for the purpose of 
■ proving duress or mistake in the drafting of the contract. 
It can not be introduced for the purpose of modifying its 
terms, since it must be assumed that all the essential or 
material matters in the agreement were embodied in the written 
contract. 

Subsequent oral or written agreement modifying the terms 
of the original contract requires a separate and distinct consid- 
eration to support it, unless the original contract contained 
special provision for such changes, in which case they, must be 
made in accordance therewith, and may or may not require a 
new consideration. 



ASSIGNMENTS OF CONTRACTS. 

30. When Assignments Can Be Made. All con- 
tracts and agreements can in general be assigned by either 
party, and the contract enforced by the assignee, except such 
contracts or agreements as involve a personal trust or confi- 
dence in one or both of the parties. Evidently trust and confi- 
dence in the skill or professional ability of another can not be 
assigned, and when such trust is a material element in the con- 
tract there can be no assignment. Of such character are nearly 
all kinds of personal services, except, perhaps, the most com- 
mon labor. 

All building and engineering contracts are assignable, 
unless the writings themselves contain conditions denying such 
privilege. It is, however, common to insert such a clause in 
all engineering contracts by which they then become non- 
assignable. 



CONSTRUCTION OF THE CONTKACT. ' 39 

31. Notice of Assignment Necessary. While an 
assignment is effectual as between the assignor and assignee, 
from the moment it is made, it does not bind the other party to 
the original contract until he has received notice of the assign- 
ment. Without such notice any performance on his part in 
favor of the original party or assignor releases him to that extent 
with the assignee. It is necessary, therefore, to give prompt 
notice of all assignments to all the parties concerned. After 
such notice has been given, all parties become bound to the 
assignee, the same as they had formerly been to the assignor. 

An exception to the rule of the necessity of giving notice 
obtains in the case of what is called negotiable paper. The 
transfer of such contracts is not called assignment, the docu- 
ment itseli: carrying with it its own evidence of ownership. 
Such documents are bills of exchange, bank checks, promissory 
notes, bills of lading, certificates of deposit, certain kinds of 
bonds and coupons, warehouse receipts, and bank bills. 



CONSTRUCTION OF THE CONTRACT. 

32. The Original Contract. An original written con- 
tract is presumed to embody all the agreements made at, or 
previous to, the time of its signing. No oral evidence will be 
admitted to explain' or supplement the terms expressed in the 
written contract, provided these are clear and plain. It is per- 
missible, however, to modify the terms of any written contract 
by subsequent oral or written agreements. It is also permissible 
to submit evidence as to contemporaneous oral agreements 
which supplement or explain the terms imposed in the contract, 
provided these be not inconsistent with the terms of the written 
document. 

Oral evidence is also admissible to explain the identity of 
the parties, or the existence of an agency, the identity of the 



40 LAW OF CONTRACTS. 

subject-matter, and the sense in which certain unusual or tech- 
nical words have been used. 

Oral evidence is also admissible to explain any latent 
ambiguity in the instrument, as where more than one mean- 
ing may be given to a word or phrase ; but in the case of a 
fatc7it ambiguity, that is to say, an ambiguity apparent on the 
face of the instrument itself, and which is meaningless without 
oral explanation, such an ambiguity will make the contract 
void. 

33. The Explanation of Technical Terms in Con- 
tracts. In all cases where either common or uncommon 
words are used in a technical sense, or in a sense peculiar to a 
given trade or business, in which custom has given to such 
expressions particular and definite meanings, oral testimony can 
be received for the purpose of explaining the real meaning of 
such terms. Furthermore, the meaning which the law will 
enforce is that which such a term has in that neighborhood, or 
with the parties to the contract. In such cases the common 
usage or custom will fix the meaning of the technical words 
used. 

In other cases oral evidence may be introduced to explain 
the real meaning of a contract, where custom or usage caused 
the meaning to be clear to the parties themselves when the 
contract was signed, but which would not be understood by 
strangers to such usages. 

In order that a contract may be interpreted in the light of 
custom or usage, such custom or usage must be certain, defi- 
nite, and uniform in that district, or between the parties to the 
contract. Unless it is a universal custom or usage as between 
tlie parties, it can not be received as positive evidence of mean- 
iiig. Furthermore such custom and usage must have been 
continuous and uninterrupted up to and including the time of 
the transaction in question. Thus one or more acts do not 



CONSTKUCTION OF THE CONTRACT. 41 

establish a custom as between the parties, and a few illustra- 
tive examples will not serve to establish a usage. 

When the explanation rests uj^on usage in the neighbor- 
hood, such usage must be general and a knowledge of it must 
be common, so that it may have been presumed to have been 
known to the parties to the contract. 

Such custom or usage must be reasonable, and must have 
been generally assented to, and complied with without protest, 
in order to become binding in explaining the terms of a contract. 

Such custom or usage, also, must not be repugnant to any 
of the express terms of the contract itself, neither must it con- 
travene a state statute, city ordinance, or conflict with the law 
of public policy. 

34. Rules of Construction. 

1. The first and principal rule to be followed in the con- 
struction of contracts is to ascertain the real intention of the 
parties at the time the contract was signed. In fact all rules 
are merged in this one, and have for their object the determi- 
nation of the original real meaning of the document. 

2. In arriving at this real meaning, the w^ords used must 
be understood in their ordinary and popular meaning, when 
these do not have a technical significance, as indicated in the 
previous article. In all other cases, the language is supposed 
to mean what it would ordinarily be understood to mean under 
the given circumstances of time and place, and as between the 
given parties. 

3. Furthermore the whole instrument must be looked to, 
and all the terms thereof made effective if possible. The 
whole instrument will be construed, also, in construing any 
latent ambiguity which may pertain to any given part. Where 
more than one document enters into a general agreement they 
shall all be taken into account in the construction of the entire 



42 . LAW OF CONTRACTS. 

contract. Words may be wholly rejected which are inconsist- 
ent with the manifest intention of the parties. 

If a portion of the contract is printed and other portions 
written, the latter will take precedence over the former, when 
they are found to conflict. 

Where both general and specific terms have been used in 
describing the same thing, the agreement will be limited to the 
scope of the more specific terms, and may not be applied to the 
more general. 

Doubtful words will be construed more strongly against 
the party who used them. This is based on the principle that 
a man is responsible for ambiguities in his own expressions. 
Thus a deed is construed most strongly against the grantor, 
and a clause in a promissory note will be construed most 
strongly against the maker. Such a prejudice, however, is 
-^■^ver exercised against either party, if possible to avoid it. 



CONTRACTS REQUIRED TO BE IN WRITING. 

35. The Statute of Frauds. In the year 1676 the 
English Parliament passed "An act for the prevention of frauds 
and perjuries" which has become common law for this country 
where it is not replaced by statutes in the various states cover- 
ing the same ground. In either case where reference is had to 
the original English enactment or to the corresponding statutes 
in the various states, this law is commonly referred to as the 
"Statute of Frauds." The object of such a law is to prevent 
litigation and fraud by requiring certain kinds of contracts to be 
in v^riting. These in general relate to the official acts of exec- 
utors or administrators, marriage contracts, to the sale and 
transfer of real estate, to agreements which can not be per- 
formed inside of one year, and other contracts for the sale of 
goods, wares, and merchandise of a value greater than $50. 



CONTRACTS EEQUIRED TO BE IN WRITING. 43 

As only the last two of these pertain to the character of the 
present work they alone will be discussed here. 

36. Agreements Which Can Not Be Performed 

within One Year. The English statute provides that "no 
action shall be brought whereby to charge any person upon any 
agreement that is not to be performed within the space of one 
year from the making thereof, unless the agreement upon 
which such action shall be brought, or some memorandum or 
note thereof, shall be in writing and signed by the party to be 
charged therewith, or some other person thereunto by him law- 
fully authorized." That is to say, contracts which can not be 
performed within one year from the date thereof must be in 
writing. This is construed as meaning that the necessity for a 
written contract only holds when the performance within one 
year is demonstrably impossible. If by any possibility it may 
be fully performed within one year, an oral contract is valid. 

Thus a contract for a year's service, to be entered upon at 
a future time, can not be performed within one year, and hence 
must be in writing. Or in the absence of a written contract to 
this effect an oral agreement can not be enforced, and either 
party is at liberty to annul the contract at pleasure. Where 
services have been rendered, however, under an oral contract 
which by this clause ought to have been in writing, the party 
benefited must pay for them. 

Thus, also, a contract for the carrying out of any engi- 
neerino construction, if it plainly can not be completed within 
one year, is not binding, unless it be in writing. 

37. Contracts of Sale Where the Value Is More 

than $50. Another clause in the same original English stat- 
ute reads as follows: "No contract for the sale of any goods, 
wares or merchandise, for the price of ten pounds sterling or 
upwards, shall be allowed to be good ; except the buyer shall 
accept part of the goods so sold, and actually receive the same, 



44 LAW OF CONTRACTS. 

or give something in earnest to bind the bargain, or in part of 
payment, or that some note or memorandum in writing of said 
bargain be made, and signed by the parties to be charged by 
such contract or their agents thereunto lawfully authorized." 

Similar statutes have been enacted in this country in which 
the limit of the value of the goods sold is usually placed at $50, 
while in Maine and in New Jersey it is placed at $30. 
For all values over these amounts the contracts must be in 
writing or, as stated in the statutes, the buyer must give proof 
of his agreement by accepting and receiving a portion of the 
same or by part payment for the same. 

It must be noted, however, that a contract for labor is not 
included in the statute. The limit of value here used applies 
not to individual articles but to the sum total of the articles 
named in the transaction. 



SUBSEQUENT CHANGES AND AGREEMENTS. 

38. The General Rule. In general any oral or written 
agreement may be altered at pleasure after it has been signed, 
Vvhen this is done by mutual consent. Alterations made at the 
time of, or previous to, the signing of the instrument become 
elements in the original contract. 

Any change by mutual consent in the terms of an agree- 
ment after it has been signed makes a new contract out of the 
original agreement, and because of this a surety or a third party 
to the agreement not consentinof to the chan2:e is released from 
all obligation. The new contract remains good as to those who 
consent to the change. In the case of engineering contracts 
where it is common to have sureties or bondsmen who ^uar- 
antce faithful performance, such sureties must always be con- 
sulted and their consent obtained to any material change in the 



SUBSEQUENT CHANGES AND AGREEMENTS. 45 

original contract which may be mutually agreed on by the 
principals. In default of such reference and consent on the 
part of the sureties, they become discharged from all liability. 

Even though the written contract has a clause forbidding 
any oral alteration in it, and declaring that no change shall be 
made in it except in writing, such a provision is void, and the 
contract may be altered by oral agreement notwithstanding. 
This is because in law oral and written agreements are of the 
same class, both being simple or parole contracts, and hence 
are of equal force and effect. An agreement in writing, there- 
fore, by the parties, to forfeit their legal rights, does not operate 
to change the law in this respect, and their rights can not be 
forfeited by such an agreement. One of these rights is the 
privilege of modifying the contract by oral agreement. 

Where contracts are illegal except when they are in writ- 
ing, as under the Statute of Frauds, it follows that such a 
written contract can not be modified by oral agreement, since 
this would circumvent the law as applied to such cases. This 
also applies to promissory notes and other commercial paper. 
Oral agreements in regard to them are invalid, as they would 
work injustice to innocent parties. 

Written contracts executed under seal, not required by law 
to be so, may be modified or altered by either written or oral 
agreements, but when this is done the whole contract is reduced 
to the force and significance of a simple or parole agreement, 
and no longer remains a specialty. 

Furthermore this can only be done in the case of a sealed 
contract, when the new agreement or alteration rests upon a 
new and separate consideration. Where the seal is required 
by law, alterations must also be made under seal. If, how- 
ever, all the parties to the original agreement are together, and 
the instrument is changed by the principals who signed and 
sealed it, in the presence of all, and with the consent of all, 
the alterations are valid. 



46 LAW OF CONTKACTS. 

39. Results of Alterations of the Contract. This 
is one of the most important subjects connected with the execu- 
tion of engineering work. Very seldom is an engineering or 
architectural project constructed strictly in accordance vsith the 
original plans and specifications. Usually the contract itself 
provides for changes in plans and specifications, and in general 
changes must be made in accordance with such provisions.* 

While the court decisions are extremely various and fre- 
quently directly opposed to each other in their enforcements of 
contracts which have been changed more or less after they have 
been signed, it is thought the following is a fair interpretation 
of the intent of most of the authorities in passing on such cases. 

(a;) Changes in the contract will not operate to annul the 
original contract unless such was the plain intent of the parties, 
and so long as any portion of the original contract may fairly 
be construed as remaining in force, t 

(^) In general, every change made in a contract after it 
has been signed, should be based on some kind of a legal con- 
sideration. Thus, if a change is made which involves an addi- 
tion to the cost of the work, it should be accompanied and sus- 
tained by a corresponding increase in the compensation or 
price, or by a corresponding reduction in some other part of 
the work, or by a corresponding accommodation of some char- 
acter in favor of the other party, which may be construed as a 
consideration for the change made. Otherwise the change 
agreed upon can not be enforced. 

(c) Similarly, if the parties agree to a less performance 
than that required by the contract, unless there be also a corre- 
sponding reduction made in the price, or some other accommo- 
dation to the other party, which may be construed as a consid- 

*Oiie exception to this rule is given in the previous article, where the contract pro- 
vides that changes shall be made only ih writing. 

jit is sometimes e.\prcssly stipulated in the original specifications that subsequent 
changes shall not operate lo annul those portions of the contract with which these 
changes are not in conflict. 



SUBSEQUENT CHANGES AND AGREEMENTS. 47 

eration, the agreement can not be enforced against the party- 
making the concession. He is at liberty to change his mind. 

(^) In such changes as are mentioned in (d) and (c) the 
law will not inquire particularly as to the adequacy of the con- 
sideration, so long as a legal consideration may be shown to 
exist. 

(^) An apparent exception to the above rules of con- 
struction is that in which the original contract provides for 
changes to be made in a specific manner, and without further 
consideration. Thus it is sometimes specified and agreed upon 
that the character of the materials or the methods described in 
the original contract may be changed ht the pleasure of the 
engineer or architect, without further consideration. In this 
case any change made consistent with this provision would not 
be regarded as a new contract, but simply as a sort of construc- 
tion of the old agreement. Under such a clause, however, the 
law would not allow a gross injustice to be worked against the 
contractor in the way of violent changes which would greatly 
increase the cost of the work, and which evidently were not 
anticipated by the parties to the contract at the time it was 
signed. 

(J) In all cases where changes have been made in a con- 
tract, if such changes involve an increase in the time required 
for performance, the date of completion of the work fixed by 
the original contract will be extended by the courts for a period 
sufficient to cover the additional time required for the changes 
made. This the courts will do whether such extension of time 
be provided for, either in the original contract, or in the subse- 
quent agreement. 

(^) It is customary to include in the original specifica- 
tions a clause describing the manner in which all changes in 
plans and specifications may be made, and the compensation 
for the same determined. In this case changes in the contract 
must be made in accordance with such provision, and such 



48 JAW OF CONTRACTS. 

changes, when so made, are binding upon the contractor, 
whether he consent or not. They might operate, however, to 
release the bondsmen. 

(/^) All contracts, except those required by law to be in 
writing, whether sealed or unsealed, can be modified by oral 
as well as by written subsequent agreement, regardless of any 
provision to the contrary in the body of the original contract. 



DISCHARGE OF CONTRACTS. 

40. Methods of Discharge. Any contract entered 
into in any of the methods heretofore indicated may be dis- 
charged and the parties thereto freed from all obligations there- 
under, in any one of the following ways: i. By agreement. 
2. By performance. 3. By impossibility of performance. 4. 
By operation of law. 5. By breach. 

41. Discharge by Agreement. Any contract which 
has been entered into by mutual agreement may evidently by 
mutual agreement be dissolved. This may be done, («:) by 
a waiver or cancellation, (<5) by a substituted aoreement between 
the parties, or of the contract, (c) by a condition in the contract 
itself. 

(«) An agreement to discharge the contract must be 
supported by a consideration the same as any other agreement. 
The usual consideration in this case is the mutual release from 
liabilities under the original contract. 

(<^) A contract may be discharged by the substitution 
therefor of a new agreement, the consideration in this case 
being as before the mutual discharge of obligation under the 
previous agreement. This new agreement may be either oral 
or written, and it will serve to replace or rescind the previous 
agreement if such were the intention of the parties. This is 



DISCIIAKGE OF CONTRACTS. 49 

true whether the original agreement was a sealed contract or 
simply a parole agreement. If, however, the original contract 
was required by law to be in writing so must also the new con- 
tract which replaces it. 

The rescission of the former contract may be implied, as 
where the terms of the latter agreement conflict with those of 
the old, the later agreement taking precedence and discharging 
the former. The intention to discharge the former, however, 
must be clearly implied from its being the only rational 
assumption in the premises. 

The contract may be rescinded by the substitution of a 
new party to it in place of one of the original parties. This 
may be done only where all parties to the contract are agreed, 
this agreement being either express, or implied by subsequent 
acts. 

(c) The contract may contain a provision for its own 
discharge on the happening of some event or contingency. 
This contingency may be the nonfulfillment of some specilic 
clause in the contract itself, or on the occurrence of some par- 
ticular event, or on the exercise by one of the parties of an 
option to determine it. When the event transpires which 
forms the condition of the discharge, the contract is thereupon 
rescinded. 

Engineering contracts sometimes contain a clause to the 
effect that the work may be stopped at any time with a specified 
notice at the option of the party paying for the same. 

42. Discharge by Perforraance. The usual method 
of discharging a contract is by each party fully performing the 
duties prescribed for him in the agreement. In this case the 
performance by each party must be strictly in accordance with 
the terms of the contract. 

In engineering work it is seldom that the work is done in 
all details strictly in accordance with the plans and specifica- 



50 LAW OF CONTRACTS. 

tions. or with such plans as authoritatively modified by the 
engineer. While in law the contract requires a strict and full 
compliance with all the terms of the agreement, yet in equity a 
substantial compliance is accepted in place of a full and com- 
plete performance. Also in equity an imperfect compliance is 
often taken as a discharge of the contract subject to such dam- 
ages as would equitably compensate for the degree of failure 
to fully and completely satisfy the agreement. 

One of the essential requirements of the contract is the 
time specified for the completion of the work, when this is so 
named in the agreement. When no time limit is mentioned in 
the agreement, the element of time is not deemed to be of the 
essence of the contract, but performance will be required 
within a reasonable time. When a specific time or date is 
given for completion, a court of equity will examine as to 
whether the intent of the parties was to determine in a general 
way the time when performance was expected or whether such 
limit was intended to be a specific and essential part of the 
contract. If the former meaning is imposed no relief can. be 
had in equity for nonperformance within the specified time. 

43. Performance on Conditional Promises. In 

engineering contracts performance on the part of the owner is 
usually conditioned on a previous performance on the part of 
the contractor. On the other hand, the ov^^ner sometimes 
agrees to make payments, for instance, at specified stages of 
the work, in such a way that further performance on the part 
of the contractor may be conditioned on the making of such 
payments at the times specified. Performance may also be 
conditioned in various other ways, as after the lapse of a certain 
time, or upon the occurrence of a particular event or contin- 
gency which may be uncertain, or on the acts of a third party, 
or even on the will of the promisor. In this last case it is 
really no contract at all, so far as the promisor is concerned. 
That is to say, while he can enforce it against the other party, 



DISCHARGE OF CONTRACTS. 51 

the other party can not enforce it against him. Such a case as 
this h\st is where one party agrees to do work to another's satis- 
faction. Here the party performing the work is wholly at the 
mercy of the party to be satisfied, and the plea of dissatisfaction 
relieves him from liability. Evidently no person should place 
himself thus at the mercy of another, unless he can rely implic- 
itly upon the good faith of the other party. 

A common instance of the operation of a * 'condition pre- 
cedeot" with reference to a third party is where a contractor 
binds himself to receive payments on a building or engineering 
work only on the certificate of the architect or engineer. With- 
out such certificate which forms a "condition precedent" the 
owner is not obliged to make payment. Before the contractor 
can force the owner to pay him for his work, in the absence of 
such a certificate from the architect or engineer, he must be 
able to prove that the architect or engineer has acted fraudu- 
lently in withholding the certificate, or that he has acted under 
gross mistake, and in bad faith, or has negligently refused to 
honestly examine the work. As this is, of course, very difficult 
to establish, the refusal of the architect or engineer to give such 
certificate commonly acts as a bar to payment under the terms 
of the contract. 

Also where the quality or quantity of the work to be done 
is, by the terms of the contract, to be left to the approval of a 
third person, such as the engineer, his decision in the premises 
is binding upon both the parties. 

The agreement may be conditioned upon a notice being 
given to the promisor, as where the engineer is required to give 
notice to the contractor to begin work at a certain time. In 
this case the proof of having given such notice is necessary to 
the enforcement of the contract. 

44. Discharge by Payment. The* discharge of a 
contract by full payment of money due upon it requires no 



52 LAW OF CONTRACTS. 

further comment in this connection. This subject is further 
amplified in the works on the "Law of Contracts," but it is 
not necessary to elaborate it here. 

45. Discharge by Tender. When the performance 
of a contract is frustrated or prevented by the act of the party 
to whom the performance is due the offering to perform is 
called a tender. As applied to engineering contracts, if the 
contractor is prevented from performance by the owner, the 
latter subjects himself to liability on a suit for damages sus-^ 
tained by the contractor by not being allowed to perform. In 
other words, the owner breaks the contract by his refusal and 
subjects himself to a suit for damages, the same as in any other 
case of breach of contract, while the contractor stands released 
from all further obligation under the contract, his tender being 
construed as performance so far as he is concerned. 

46. Kinds of Impossibility Which Will Discha^rge 
a Contract. An agreement between parties to do what both 
know to be impossible is discharged when their knowledge of 
such impossibility is shown, but where the impossibility is 
known only to one of the parties, he is liable for damages to 
the party to whom it is unknown. 

Where the subject-matter is nonexistent, or has ceased to 
exist, the impossibility of performance results from a mutual 
mistake of fact, and the contract is discharged. 

Where performance is rendered impossible by wiiat is 
called in law "an act of God or of the public enemy" the party 
so contracting is excused. By "an act of God" as used in law 
as discharging a contract is meant a manifestation of the powers 
of nature over which man has no control, such as fires caused 
by lightning (but not by accident or other cause), winds, 
floods, sickness and the like. In the performance of engineer- 
ing contracts unusual difficulties will not be placed in this cate- 



DISCHARGE OF CONTRACTS. 53 

gory, so long as they are by any possibility under htunan 

•cojitrol. 

While as stated above an *'act of God or of the public 
enemy" making performance impossible, will discharge a con- 
tract, yet it must be clearly shown that such "act of God or of 
the public enemy" did in fact render the performance quite 
impossible, and not simply difficult or expensive. Thus if 
wind, flood, or lightning should destroy a partly completed 
engineering work, if it were possible to re-erect it within the 
time specified, the contractor would be held to full performance. 

47. Kinds of So-called Impossibilities Which 
Will Not Discharge the Contract. "When a person con- 
tracts to do a given act he pledges himself as having the capac- 
ity to do it, and assumes the risk of being prevented from per- 
forming his contract by obstacles or accidents ; against obstacles 
or accidents that may interfere with performance//^ should pro- 
tect himself by contract. Having presumed generally to do a 
thing he can not allege that difficulties and obstacles prevented 
him from fulfilling his contract, although they did in fact render 
the domg of the thing by him impossible. He is bound to do 
whatever is within the scope of any human being to accom- 
plish." 

From the above which is quoted from Judge Amos Thayer, 
of the United States Court of Appeals, it is evident that if a 
contractor wishes to obtain release from full and complete per- 
formance for certain contingencies, as for instance, inability to 
obtain material, or to place sub-contracts, or to get the sub- 
contractors to comply with their agreement, or to provide 
against labor strikes, whether in the trades or on the railroads, 
or against the inclemencies of the weather which might make 
performance within the time difficult and very expensive, or 
against any other of the extraordinary contingencies which may 
arise to prevent performance except at great loss, he must 
evidently provide protection for himself in the body of the con- 



54 LAW OF CONTRACTS, 

tract. In the absence of such a protection and under a simple 
agreement to perform certain work within a certain time, the 
law will hold him to a strict compliance, so long as such coin- 
pliance lies within the realm of human possibility^ regardless 
of expense. 

48. Discharge of Contract by Operation of Law. 

There are various methods by which a contract may be dis- 
charged through the operation of the law, as for instance, by 
merging one contract into another, by a fraudulent alteration 
of the written agreement, by the bankruptcy of one of the par- 
ties, or by death. In the case of the death of one of the parties, 
the contract is discharged only when this is made a condition 
in the contract, or when performance thus becomes impossible. 
It will become impossible w^ien the performance is required to 
be of a personal character, as contracts for services, or such as 
require professional skill, marriage contracts, and the like. 

49'. Discharge of Contract by Breach. While 
any material breach of the contract on the part of either of the 
parties furnishes a right of action to the injured party, it is only 
in exceptional cases that such a breach operates to discharge 
fully the other party from his obligations. The contract will 
be discharged as to the injured party by a breach by the other 
party : 

(«) When one of the parties announces his positive 
renunciation of the contract, whether this be previous to a par- 
tial performance, or after a partial performance. In this case 
the injured party is entirely relieved from further obligation, or 
in other words, the contract is discharged. Suit may at once 
be entered for damages. When the renunciation is only par- 
tial, and does not affect a vital portion of the agreement, the 
contract remains in force, but a suit for damages will lie. The 
injured party is, however, not bound to treat a formal renunci- 



DISCHARGE OF CONTRACTS. 55 

ation as a breach of contract, but may insist on performance 
until the specified time has elapsed. 

(6) By one of the parties making it impossible for him 
to perform his agreement. When this impossibility of per- 
formance comes to the knowledge of the other party, he may 
at once consider the contract discharged, and may enter suit 
for damages. 

(c) By such a failure to perform in case of a "condition 
precedent" or failure which goes so to the root of the matter 
that a recovery of damages would not satisfy the agreement. 
When the performance of one of the parties is clearly made a 
"condition precedent" to performance on the part of the 
other, a failure to substantially perform on the part of the one 
operates to discharge the contract as to the other. 

In engineering contracts a "condition precedent" to the 
final payment on the part of the owner is usually the certificate 
of performance to be given by the engineer or architect, he 
being a third party, and not one of the principals to the agree- 
ment. In this case a failure to give such certificate does not 
operate to discharge the contract between the principals, but 
does excuse the owner from making a final payment unless it 
can be shown that the engineer or architect has failed to per- 
form his duties in this respect. 

In determining whether or not the failure to perform on 
the part of the contractor, for instance, is so vital as to operate 
to discharge the contract entirely as to the owner, and release 
him from all obligation to pay for the work done, we may 
distinguish between divisible and entire agreements. A con- 
tract or agreement may be considered divisible, when a fulfill- 
ment in part is valuable to the other party so far as it goes, and 
when a failure as to a part doe^ not operate to destroy the 
value of the partial performance. Thus a contract to build 
two houses is a divisible contract, since the building of one 
would be a satisfactory performance as far as it goes, and a 



56 LAW OF CONTKACTS. 

failure to build the second would not operate to destroy the 

value of the first ; whereas a contract to build a house is an 

entire contract, since the building would not be serviceable 
until fully completed. 

The degree of failure to perform, as in the case of agree- 
ments by contractors and builders, which will operate to dis- 
charge a contract on the part of the owner, must be determined 
by the court or by a jury. In general any substantial failure to 
perform an indivisible contract will operate to discharge the 
contract. If, however, the work done or goods delivered are 
accepted and used, the law will create a new and implied con- 
tract on the part of the recipient and beneficiary, by. which the 
party supplying the service or goods can recover a fair price 
for the same. Such recovery, however, not being under the 
contract or in accordance with its terms. 

A failure in minor details does not, as a rule, discharge 
the contract, but simply furnishes to the other party the right 
to obtain damages to the extent of the failure. It is very 
important to note, however, that such failures which give to the 
injured party only the right to recover damages must be in their 
nature insignificant, and of small relative importance, not in 
any sense going to the root of the matter or affecting the value 
of the parts which have been satisfactorily performed. The 
law is very severe in enforcing agreements literally and fully, 
especially where departures have been made intentionally and 
perhaps against the protest of the other party. In such cases 
even small failures to comply may be considered as a discharge 
of the contract. Where the contractor has evidently acted in 
good faith, much larger failures to perform may be remedied by 
a payment of damages instead of operating to discharge the 
entire contract. 

When a failure to perform pertains to work which must 
either be accepted and used, or removed at great expense, as 
where a strilcture is built upon the owner's land, if such struct- 



DISCHARGE OF CONTRACTS. 57 

lire fails materially to comply with the terms of the contract, 
such failure to perform will operate to discharge the contract 
without compensation to the contractor, even though the owner 
does accept the work and use it. In this case the owner is 
not at liberty to refuse to accept, since this would involve 
him in great additional expense and delay. It is, of course, 
very different in the case of all kinds of personal or movable 
property. Here a refusal to accept does not involve the owner 
in any additional cost. 

When a contractor has shown indifference, dishonesty, or 
incompetency in the execution of his contract, resulting in a 
material failure to perform, and this work is the building of a 
structure upon land which becomes part of the real estate, the 
owner may not only accept and use the structure without com- 
pensation to the builder, but, in extreme cases, he may even 
decline to allow such builder to reconstruct the work, even 
though he should offer to do so, since the owner thereby has no 
assurance that a second attempt will result any better than the 
first. 

While the law gives to the owner such remedies as those 
stated above, he must be careful not to act in such a manner as 
to imply that he has waived his legal rights in the premises. 
Thus where a contract is to be performed within a given time, 
and the time elapses before complete performance, if the owner 
urges him, or requests him to go on and complete the work, he 
thereby waives his legal remedies for noncompletion within the 
time, so far as a discharge of the contract is concerned. He 
may, however, recover damages for the delay. 



58 LAW OF CONTKACTS. 

REMEDIES FOR BREACH OF CONTRACT. 

50. Results of a Breach of Contract. When a 
contract has been broken, or not fully performed, the failure to 
perform may result either («) in the discharge of the contract 
as described in the previous article, or (^) in a right of action 
by the inj'ured party for damages sustained, or (c) a right of 
action to enforce specific performance. 

The two remedies by which one either obtains damages or 
enforces specific performance will be discussed in the two fol- 
lowing articles. 

51. Damages for Nonperformance. The foundatio7i 

principle of damages is compensation. Where there has been 
a partial or complete failure to perform, in accordance with 
the agreement, the law undertakes to require the party so fail- 
ing to pay to the injured party such a sum as will cover the 
actual loss in money value which he has sustained on account 
of the breach. When the promise was the payment of a cer- 
tain sum of money, nothing more than this sum with interest 
can be recovered. Where no decided loss in money value can 
be shown, the injured party can recover only a nominal sum. 
That is to say, "a sum of money such as may be spoken of 
but has no existence in point of quantity." 

The leading case in determining the amount of damages 
which can be collected in the United States courts is that of 
Hadley v. Baxendale. In this case the court laid down the fol- 
lowing rules, which have been followed in all the United 
States courts. 

"Where two parties have made a contract which one of 
them has broken, the damages which the other party ought to 
receive in respect of such breach of contract should be: 

(i) Such as may fairly and reasonably be considered as 
arising naturally^ i. e., according to the usual course of 
things^ from such breach of contract itself. 



EEMEDIES FOR BREACH OF CONTRACT. 59 

(3) Szich as viay reasonably be s?fpposcd to have been in 
the contemplation of both parties at the time they made the 
co7itract^ as the probable result of the breach of it. 

(3) Such as arose o?(t of the special circumstances under 
which the contract was made., where such circutnstances were 
communicated by the plaintiff to the defendant. 

(4) But., if these special circumstances were wholly 7in- 
known to the party breaking the contract., he., at the most., can 
only be supposed to have had in his cojztejnplation the amount 
of injury zvhich would arise generally.^ not affected by any 
special circumstances. 

It must be remembered that "damasfes in an action for 
breach of contract are always by way of compensation, and not 
a punishment, hence the plaintiff can never recover more than 
such pecuniary loss as he has sustained, nor can he recover for 
great disappointment, nor injury to the feelings, or vexation of 
mind, caused by the breach."* 

The party who is injured by a breach of contract is 
required to make reasonable exertions to render the injury as 
light as possible, and if he carelessly or indifferently allows the 
damage to be unreasonably large, such increase falls upon 
himself. 

52. Distinction between Liquidated Damages 

and Penalties.! ''The parties to a contract not infrequently 
assess the damages at which they rate a breach of the contract 
by one or both of them, and introduce their estimate into the 
terms of the contract. This is perfectly legal, and on a breach 
the sum agreed upon becomes the measure of damages; as, 
for example, a stipulation in a building contract that if the 
building is not completed by a certain day the contractor will 
pay a certain fixed sum for each day or week or month he is in 
default, or an agreement in a contract of sale that a certain 

*Breach of promise of marriage is an exception to this rula. 
tThis article is quoted from Lawson on Contracts. 



60 LAW OF CONTRACTS. 

sum shall be deducted from the purchase price if the quantity 
is not delivered as agreed. These are called '-liquidated 
da7nas[es.^ 

"But the parties in affixing a fixed sum for the nonper- 
formance of his promise by one, or each of them, may have 
intended not to assess the damages at which they rate the non- 
performance of the promise, but to secure the performance by 
the imposition of a penalty in excess of the actual loss likely to 
be sustained. And in this case, the amount recoverable is 
limited to the loss actually sustained, regardless of the sum 
undertaken to be paid by the defaulter. These are called 
'•penalties J* 

"The courts will always construe the contract in harmony 
with the intention of the parties, and without regard to the 
terms used. If the general effect of the agreement shows that 
they intended to provide for a penalty they will restrict the 
recovery to the actual damages incurred although the words 
* liquidated damages' are used in the instrument. So, where 
the parties have used the milder term 'penalty,' courts have 
sometimes held that the stipulated sum was, from the nature 
of the case, to be considered as liquidated damages and recov- 
erable in full. Whether the sum mentioned in an agreement 
to be paid for a breach is to be treated as a penalty, or as 
liquidated and ascertained damages, is a question of law, to be 
decided by the judge, upon a consideration of the whole instru- 
ment. Where it is plain that the parties meant the sum fixed 
to be liquidated damages, the courts will not interfere to frus- 
trate that intention, but, if it be doubtful, upon the whole 
agreement, whether the sum named was intended to be a pen- 
alty or liquidated damages, it will be construed to be a penalty, 
it being the tendency of the courts to consider the contract as 
creating a penalty to cover the damages actually sustained by a 
breach, rather than liquidated damages. 



EEMEDIES FOR BREACH OF CONTRACT. 61 

* 'Subject to the principles stated in the last section the 
courts have adopted certain rules of construction, in the case of 
contracts containing promises of this kind ; which are — 

"i. If the contract is for a matter of certain value and a 
sum is fixed to be paid on breach of it which is in excess of 
that value, then the sum fixed is a penalty and not liquidated 
damages. " 

"2. If the contract is for a matter of uncertain value and 
a sum is fixed to be j^aid on breach of it, the sum is recovera- 
ble as liquidated damages. There is 'nothing illegal or unrea- 
sonable in the parties, by their mutual agreement, settling the 
amount of damages, uncertain in their nature, at any sum upon 
which they may agree.' 

"3. Where the contract involves several distinct matters 
of various kinds, and one fixed sum is stipulated to be paid for 
any breach, of whatever kind, it is a penalty and not liquidated 
damages." 

53. Recovery for Imperfect or Incompleted 

"Work. As stated in Art. 49, recovery can be had under 
a contract for partial performance, when the contract may be 
considered as divisible or severable. That is, where a part of 
the agreement may be entirely fulfilled, while other portions 
remain unfulfilled. In this case, however, while the party in 
fault may recover damages for the work done, or goods deliv- 
ered under the divisible contract, he is always liable for such 
damages as can be shown to have resulted from his failure to 
completely perform his agreement. 

When the contract can not be considered divisible, but 
must be looked upon as one and entire, recovery can not be 
had for anything short of a substantially complete performance. 
That is to say, a substantially incomplete performance dis- 
charges the contract entirely, as stated in Art. 49, and even 
when the perfoimance is sufficiently complete to prevent dis- 
charging the contract, so that recovery can be had for the 



62 LAW OF CONTRACTS. 

work done, the owner may still enter a claim for damaj^es for 
•each and every particular in which the performance has been 
incomplete. Here again if the default is shown to be a willful 
neglect or refusal to comply, the law is construed much more 
severely than for mere oversights. 



SPECIFIC PERFORMANCE. 
54. General Rule as to Specific Performance. 

Suits to enforce specific performance can not always be main- 
tained, for actions can be brought at law for such damages as 
may be shown to have resulted from a breach of the contract, 
or from a total failure to perform. It has been customary, 
however, to allow specific performance to be enforced in cer- 
tain cases where suit is entered in a court of equity, but even 
in equity {-pecific performance will not be enforced where a 
payment of damages will put the plaintiff in as good a position 
as if the agreement had beea actually performed. Also if an 
action for damages would not lie, neither would an action for 
specific performance. In a case in equity, however, manv 
considerations will be taken account of, in the way of meting 
out justice to the parties, which could not be considered in a 
case at law upon the terms of the contract itself. 

Where specific performance is ordered by a court of 
equity, the same court will, if necessary, enforce its decree 
either by a mandate enforcing the performance named or by 
an injunction to prevent the doing oL' the contrary. 

Since the panics to an engineering agreement cr.n, as a 
rule, be fully compensated for a failure to perform on the part 
of either, by a recovery of damages, specific performance can 
not ordinarily be enforced, and hence this subject will not be 
fariher discussed in this connection. 



DISCHARGE OF EIGHT OF ACTION. 63 

DISCHARGE OF RIGHT OP ACTION UNDER A 

CONTRACT. 

55. The Right of Action. Upon any breach of a 
contract there arises in favor of the injured party a legal right 
of action for compensation. "This right of action can then 
not be discharged by any payment or performance, or tender 
of payment or performance, by the promisor, without the con- 
sent and acceptance of the promisee ; for the promisee, after 
breach, becomes entitled to the compensation or remedy pro- 
vided by process of law, and is not bound to accept any tender 
or offer made in satisfaction of his leg.il rights." This right 
of action can only be discharged in one of the following four 
ways: («) By a Release ; (^) By an Accord and Satisfaction ; 
(c) By a Judgment; (a?) By Lapse of Time. 

(«) A Release of a legal right of action c:)nsists in a vol- 
untary agreement to discharge a claim, and is only vaiid when 
supported by a consideration o: when executed under seal. 
Otherwise it is a mere unsupported promise which binds no 
one. But a voluntary delivery to the debtor of the evidence of 
a debt, as of a note or bond, or the destroying of the same, 
with the intention of discharging the debt, does operate as a 
a release. A release of one of several debtors, jointly, or 
jointly and severally, liable for the same debt, releases all. 

((5) Release by Accord and Satisfaction consists in an 
agreement on the part of the creditor to accept something in 
satisfaction of his claim, accompanied by the delivery or per- 
formance of what has been agreed upon. Here the execution 
of the agreement is the satisfaction referred to in the phrase 
"accord and satisfaction," the agreement to accept this being 
the accord. It should be noted that the right of action is not 
discharged until this agreement or "accord" is fully executed 
when "satisfaction" has been rendered. 



64 LAW OF CONTRACTS. 

(c) Release by a Judgment. Evidently a judgment 
obtained through a suit at law in favor of the plaintiff dis- 
charges all further right of action against the defendant in the 
case so adjudicated. His former right is now merged in 
what is called a contract of record, and this is discharged by 
the payment of the judgment, or by such satisfaction as can be 
obtained by process of execution. An adverse judgment 
against the plaintiff does not discharge the obligation or right 
of action unless this adverse judgment was rendered on the 
merits of the case. Of course any judgment may be set aside 
by the court in which it is rendered, or set aside by a higher 
court, in which case judgment may be entered in favor of the 
other party if so ordered, or the parties may be remitted to their 
original positions. 

(fl?) The discharge of right of action through Lapse of 
Time is in virtue of certain statutory limitations providing that 
after the lapse of a certain period of time, which is different for 
different kinds of contracts, the right of action under the con- 
tract ceases to exist, and is said to have been discharged by 
lapse of time. Even in the absence of any statutory provision 
the courts will not allow a case to be opened on a contract 
which has long stood as a dead letter. In the common law the 
period of time which bars the right of action is commonly 
twenty years. This will apply even to sealed instruments, and 
for parole agreements this time will be shortened and dis- 
charged by payment presumed for shorter periods. 

It must not be understood, however, that the courts will 
allow either party to an agreement to benefit through lapse of 
time from a fraudulent contract, although the lapse of an 
unreasonable time before suit is entered by the defrauded party 
will have the effect of affirming the contract. In other words 
the law reasonably requires that in case of either fraud or 
breach of contract a prompt recourse to the courts shall be had. 



DISCHARGE OF RIGHT OF ACTION. 65 

56. Removal of Statutory Bar to Right of Ac- 
tion. While statutes of limitation are a bar to a right of 
action or recovery in the courts, they do not act to extinguish 
the claim, and hence notwithstanding the time in which suit 
may be entered has elapsed, the right of action may be revived 
by {a) a promise to pay the debt; (3) a subsequent acknowl- 
edgment of the debt ; or (c) a part payment of the debt. 
In other words, any acknowledgment on the part of the debtor 
of the existence and legitimacy of the claim, after the right of 
action has been barred by the statute Qf limitations, serves to 
revive the claim for another like period. This acknowledg- 
ment of the existence of the debt, in order to serve to revive i|s 
legal status is not merely a recognition of the fact of the debt, 
but must consist in an agreement to pay the debt. 

After such a removal of the bar to the right of action, suit 
may be entered upon the original contract by showing that the 
claim has been revived by the free act of the debtor. In other 
words, the debtor has here waived his legal rights of defense, 
and such a waiving of his rights does not require a consideration 
to support it, as was shown in Art. 27, 



PART II. 

General Clauses in Engineering Speci- 
fications and Accompanying 
Documents. 



67. General Considerations. Nearly all the works 

designed by engineers and architects are executed by other 
parties called contractors. The contractor usually buys all the 
materials and furnishes all the labor required in the execution 
of the work, as designed, and he agrees to do this within a 
stated time and for a fixed sum. To insure his doing this sat- 
isfactorily certain written documents are prepared and signed 
by both parties, that is to say, by the man, company, or corpo- 
ration having the work done and who is to pay for the same, 
and by the contractor, or the man, company, or corporation 
who does the work and furnishes the materials. 

Standing between these two parties to an agreement is the 
engineer or architect who has planned the work and who 
usually superintends its execution and assists in the final settle- 
ment between the parties to the agreement. Although paid by 
the party having the work done he occupies a judicial and not a 
partisan position and he is expected to act justly and fairly 
towards both parties. 

In order that there shall be no misunderstanding in regard 
to the intentions of the designer, plans are usually drawn show-: 
ing the general and detail features of the work, and accom- 
panying these there is a written description of the work, of the 

materials to be used, of the time and manner of the payments, 

66 



ADVERTISEMENTS. 67 

etc. This document is called the specifications. The draw- 
ings and this description are then referred to as the plaiis and 
s^eciji cations. 

In order to get open and general competition in doing the 
work a date is set on which bids will be received, and blank 
forms of proposals are prepared by the engineer which can be 
filled out by the bidders^ and notices or advertisements are 
inserted in the papers and in the engineering journals calling 
the attention of contractors to this public letting. These and 
other accompanying documents will be discussed in the order * 
of their sequence in actual practice. 



ADVERTISEMENTS. 
58. The advertisement should be as short as possible 

to contain the necessary information, in order to save expense. 
It should usually contain the requisite information on the fol- 
lowing subjects : 

(i) A title indicating the kind of work to be done. 

(2) Place, date, and hour of opening the bids. 

(3) Person, company, or corporation letting the work. 

(4) An adequate description of the work, with especial 
reference to the kind and quantity (or cost) of work to be done. 

(5) Conditions of payment, if these are peculiar. 

(6) Instructions as to where to obtain plans, specifica- 
tions and blank forms of proposals. 

(7) Statement as to amount of cash or of certified check 
or of bond to accompany the bid. 

(8) A reservation of the right to reject any or all bids. 

(9) Any other peculiar feature, as the letting of the work 
in parts or as a whole ; bids to be received only from experienced 
contractors, etc. 



68 GENERAL SPECIFICATIONS. 

69. The Theory of Advertisements. The object 

of the advertisement being to secure as large a competition as 
possible from responsible bidders, it follows that the informa- 
tion conveyed in it should be such as not only to attract the 
attention of such parties, but such as would enable them to 
decide whether or not it would be worth their while to submit 
a bid. A promment title indicating the general character of 
the work would serve to attract the attention of contractors 
engaged in that line of work. It is a common practice to omit 
this title, with the result that one is obliged to read nearly the 
entire advertisement, which is usually printed in small type, 
before he can learn what the nature of the work is. It is usual 
also to announce that the proposals or bids which are to be sub- 
mitted shall be sealed, with the implied understanding that these 
seals are not to be broken until the bids are opened at the place^ 
date, and hour named. This is for the purpose of preventing col- 
lusion and fraud. In other words the bids are to remain secret and 
unknown except to the bidders themselves until the hour arrives 
for opening them. It is also customary to state that these bids 
or proposals shall be opened in the presence of the bidders, in. 
other words at an open meeting of the board, or committee, or 
corporation, or council. To this meeting all persons are free 
to come and see the bids opened, and to hear them publicly 
read, with the privilege of taking down the prices named if 
they choose. 

The description of the work included in the advertisement 
should be sufficient to enable the contractor to decide whether 
or not it was of such a character as he would be willing to 
undertake, and also sufficient to enable him to determine the 
amount of work to be done, and the time required to perform 
it, as well as the probable approximate cost of the same, and 
the amount of capital required to successfully prosecute it. 
The advertisement should also indicate whether or not the 
work would be let in parts or only as a whole. If it may be 



ADVERTISEMENTS. 69 

let in parts, the advertisement should indicate what the lines of 
division are, so that one might know what parts he was at lib- 
erty to bid upon. It is customary to pay for contract work on 
monthly estimates of the engineer, reserving fjrom each month's 
estimate of the worth of materials furnished and work done twenty 
or twenty-five per cent, until final completion. This enables the 
contractor to carry out the work without having the requisite 
capital to complete the work with his own means. If the con- 
ditions of payment are to be other than this, thus making them 
unusual and peculiar, such conditions should be stated in the 
advertisement. 

Having drawn the attention of contractors to the work 
and given them the necessary information to enable them to 
decide whether or not they would wish to submit bids upon the 
same, it remains to give them such information as may be nec- 
essary to enable them to procure promptly the necessary plans 
and specifications, the blank forms of proposals, and informa- 
tion as to the amount and kind of guarantee which they must 
submit with their bids to have them considered. 

60. The Guarantee. The object of the guarantee is 
always to insure that the successful bidder, or the party who is 
given the contract, will sign the contract for doing the work 

and furnish the requisite bond for faithful performance. In 

« 

other words this guarantee is simply an assurance of his good 
faith and honest intentions in submitting his bid, and it is cus- 
tomary to make it consist of cash or the equivalent of cash in 
the form of a bank check duly certified by the bank as being 
receivable for the amount stated. This check is to be made 
payable to the party letting the work, or his agent, and is to be 
forfeited to such party in case the bidder fails or refuses to 
enter into a contract for the performance of the work after the 
award has been made to him. The deposits made by the 
unsuccessful bidders are, of course, immediately returned to 
them, and that of the successful bidder is held until he has 



70 GENERAL SPECIFICATIONS. 

entered into a contract as above stated, after which it is also 
returned to the owner. Sometimes it is considered a hardship 
for the bidders to have to make this cash deposit in submitting 
their bids, in which case the bidders are asked to furnish a 
bond or guarantee signed by parties known to be responsible, 
binding themselves in a stated sum, which sum they agree to 
pay if the bidder named therein fails to enter into a contract for 
the faithful performance of the work.* Some such guarantee 
as this should always accompany every bid received in open 
competition. While this might not be necessary for men of 
known business integrity, yet in an open competition bids will 
be received from strangers, and without this kind of an assur- 
ance of honest intention the successful bidder will often refuse 
to enter into a contract on the basis of a bid. In this case the 
handing in of a bid would involve no financial responsibility, 
and hence bidders might carelessly submit bids without having 
taken due precautions to determine the cost of the work, and 
hence might have made a price altogether too low and one 
which would involve serious losses on their part if they would 
undertake to carry out the work for the sum named. In case 
such a party should receive the award and then after more 
careful investigation learn that the work could not be per- 
formed for the price named in the bid he would decline to enter 
into a contract and the letting would have to be made over again. 
This would necessitate readvertising the work, and a consider- 
able delay, in addition to some cost. It is desirable therefore 
always to require a certain guarantee of good faith which shall 
accompany the bid itself, and which shall involve considerable 
loss to the bidder if he declines to enter into a contract in case 
the work is awarded to him. 

61. Right of Rejection. It is well always in the 
advertisement to reserve the right to reject any or all bids, for 

*Or the agreement may be to pay the difference between the price named and the 
contract price for which the work may finally be let. 



ADVERTISEMENTS. - 71 

if this is not done the fair inference is that the contract will be 
let to the lowest bidder. In some instances, when the work is 
done under state or city auspices, the law may require that the 
contract shall be let to the lowest bidder if let at all.- In this 
case the advertisement should state that "the right is reserved 
to reject all bids," since if parties should not choose to let the 
work to the lowest bidder their only recourse would be to reject 
all the bids and advertise the work again. If the parties letting 
the work are not bound by this legal requirement, and if they 
have reserved the right "to reject any or all bids" in the 
advertisement, then they are at liberty to let the work to any 
of the bidders without subjecting themselves to a charge of 
unfairness. It must be admitted, however, that if the work is 
not let to the lowest bidder, the parties letting the work subject 
themselves to invidious criticism, and they should have very 
good and satisfactory reasons which they are willing to produce 
in defense of their action, in order to clear themselves from 
blame before the various parties interested in the letting of the 
work. 

62. Illustrative Examples. The following adver- 
tisements have been selected from the current journals as fairly 
embodying in suitable form the requirements as above stated. 
The student should note the terse and condensed style of these 
advertisements in which the greatest possible amount of valuable 
and required information is given clearly but in the least possi- 
ble space : 

Celina, Ohio, Water-Works — Notice to Contrac- 
tors. — Sealed proposals will be received by the trustees of the 
water-works of the village of Celina, Ohio, up to 8 o'clock p. 
M. of the loth day of April, 1895, for furnishing the materials 
and constructing a system of water-works for said village. 

There will be required about 773 tons of cast iron pipe ; 
about 18 tons of special castings; loi fire hydrants; 76 valves 
and boxes; brick pumping station and chimney; 2 pumps of a 
combined capacity of two million gallons per day ; 2 boilers ; 
a steel stand-pipe 16 feet in diameter and 125 feet high, etc. 



72 GENERAL SPECIFICATIONS. 

Bids will be received for furnishing any of the materials 
above or for constructing the works complete. Proposals must 
be addressed to the Secretary of the Water-Works Trustees, 
Celina, Ohio, and must contain a certified check or its equiva- 
lent, made payable to said secretary in an amount equal to two 
(2) per cent, of the amount of the bid. 

Plans may be seen and specifications and blank form of 
proposal procured at the office of the trustees, Celina, Ohio, or 
at the office of the engineers, , Buffalo, N.. Y. 

The right is reserved to reject any and all bids. 

, Pres., 

, Sec, 



Trustees of the Water-Works, Celina, Ohio. 
— , Buffalo, N. Y., Engineers. 



Proposals for Iron Lathing and Area Gratings. — 
Office of Building of Library Congress, 145 East Capitol 
street, Washington, D. C, November 12, 1894. — Separate 
sealed proposals for furnishing, delivering, and putting in place 
complete the iron furring and lathing required for the ceilings, 
partitions, etc., in the first, second, and attic stories, and for 
the iron gratings and tile lights required for the areas of the 
Building for Library of Congress in this city, will be received 
at this office until 2 o'clock p. m. on Tuesday, the 27th day of 
November, 1894, and opened immediately thereafter in presence 
of bidders. Specifications, general instructions and conditions, 
and blank forms of proposal may be obtained on application to 

this office. , 

Superintendent and Engineer. 



Notice to Sewer Contractors. — Sealed proposals for 
building about four (4) miles of pipe sewers in sections 7 and 
8 of the Medford sewerage system will be received by the com- 
missioners of sewers at their office until 4:45 p. m. , Saturday, 
March 30, 1895. All proposals must be on forms furnished by 
the city and accompanied by a check of five hundred (500) 
dollars drawn on some national bank, and made payable to the 
treasurer of the city of Medford. Some approximate quantities 
are as follows: 20,477 ^^'^- ^^- ^^ P^P^ sewer; 18,081 cu. yds. 
of earth excavations of all depths ; 67 manholes aggregating 
578.2 vert. ft. Bricks, pipe, cement, and iron work will be 
furnished by the city. Plans may be seen, specifications and 
forms of contract and proposals may be obtained at the office 
of the commissioners. Each bidder is required to make a 
statement indicating what sewer work he has done, and to give 
reference that will enable the board to judge of his business 



ADVERTISEMENTS. 73 

standing; and no bid will be received in case the bidder has 
not looked the work over on the ground. The commissioners 
reserve the right to reject any or all bids, if they deem it to the 

interest of the city so to do. , 

Chairman Commissioners of Sewers. 
, Engineer, Medford, Mass., March i8, 1S95. 



The following advertisements are given as examples of 

extreme brevity, but since they appeal to a particular class of 

contractors, accustomed to do such work, they perhaps convey 

all the information really necessary to give in the advertisement : 

To Builders. — Office of the Light-House Engineer, 
Eighth District, New Orleans, La., March 20, 1895. Pro- 
posals will be received at this office until 2 o'clock p. m., Wed- 
nesday, the ist day of May, 1S95, for furnishing the materials 
and labor of all kinds necessary for the construction, erection, 
and delivery of the buildings for the Brazos River Light Sta- 
tion, Texas. Plans, specifications, forms of proposal, and 
other information may be obtained on application to this office. 
The right is reserved to reject any or all bids, and to waive any 

defects. — , Major, Corps of Engineers, U. S. A., 

Light-House Engineer. 



Office of Engineer, Ninth and Eleventh Lighthouse 
Districts, Detroit, Mich., March 25, 1895. — Sealed proposals 
will be received at this office until 3 o'clock p. m. of Monday, 
the 15th day of April, 1895, for furnishing seven skeleton iron 
towers for Hay Lake Channel, St. Mary's River, Mich. 
Plans, specifications, forms of proposals, and other information 
may be obtained on application to the undersigned. The right 
is reserved to reject any or all bids, and to waive any defects. 

, Major Corps of Engineers, U. S. A., Lighthouse 

Engineer. 



Office of the Commissioners, D. C, Washington, D. 
C, March 28, 1895. — Sealed proposals will be received at this 
office until 11 o'clock A. m., April 5, 1895, for grading and 
regulating streets and roads. Blank forms of proposals, 
specifications and all necessary information may be obtained at 
this office. ^— , -, , Commis- 
sioners, D. C. 

U. S. Engineer Office, 537 Congress street, Portland, 
Me., March 4, 1895. — Sealed proposals for dredging in Har- 
risseckit river. Me., and Bellamy river, N. H., will be received 



74 GENEEAL SPECIFICATIONS. 

here until 3 p. M., Monday, April 15, 1895, and then publicly 

opened. All information furnished on application. 

, Major Engineers. 



Proposals for Construction of dams and shore protec- 
tions on Upper Mississippi river, between Muscatine, Iowa, 
and New Boston, 111. U. S. Engineer Office, Rock Island, 
111., March 16, 1895. Sealed proposals will be received here 
until 2 p. M., April 15, 1895, and then publicly opened. All 
information furnished on application. 



U. S. Engineer Office, Boston, Mass., Feb. 25, 1895. 
Sealed proposals for dredging in "The Narrows," Boston 
Harbor, Mass., will be received here until noon, April 2, 1895, 
and then publicly opened. All information furnished on appli- 
cation. ' , Lt. Col. Eng'rs. 



INSTRUCTIONS TO BIDDERS. 
63. Preliminary Information. A description of 

many of the general conditions of the work and of the manner 
of letting it may well be grouped together and printed in con- 
nection with the blank forms of proposals. This information 
is usually placed under the title of "Instructions to Bidders." 
A fair sample of such preliminary information is given below. 
All of this information might be, and often is, embodied in the 
specifications themselves, but they are here separated for 
greater clearness in the analysis of the various documents 
involved in the letting of an engineering contract: 

INSTRUCTIONS TO BIDDERS. 

FOR A WATER- WORKS SYSTEM AT THE U. S. MILITARY POST AT 

FORT RILEY, KAN. 

I. No bids will be received for any part of the work 
herein described from parties who can not show a reasonable 
acquaintance with, and preparation for, the proper performance 
of the class of work for which the bid is submitted. Evidence 
of such competency must be furnished if desired. 



INSTRUCTIONS TO BIDDERS. 75 

2. Proposals must be made on the blank forms to be 
obtained at this office. 

3. Bids will be received as follows: 

First. On wells and connections complete to the wall of 
the pump pit. Bidders will state methods which they propose 
to use in sinking wells. 

Second, On boiler, coal and dwelling house, pump pit 
and reservoir with roof complete. 

Third. On all machinery including boilers, furnaces, 
stack, concrete floor in boiler and coal house, pump, connec- 
tions, suction and discharge pipes to the outside of pump pit 
wall, benches, tools, etc. Bidders must state what kind of 
pump they propose to furnish. 

Fourth. On the pipe system, complete with hydrants 
and valves, and to include the following items: 

(^a) Price per foot for eight (S) inch mains. 

(^) Price per foot for six (6) inch mains. 

(c) Price per foot for four (4) inch mains. 

These items are introduced to cover any slight variations 
in lengths over or under the amounts herein specified, and con- 
tractors hereby agree to such extension or reduction at the 
prices named. 

Bidders may make in addition to the above a bid for the 
entire work complete. 

4. Each proposal must be accompanied by a written 
guaranty in the sum of $2,000 (executed strictly in accordance 
with the printed instructions, and upon the blank forms fur- 
nished under this circular), signed b)'^ two responsible persons, 
to the effect that if the proposal is accepted within sixty days 
from the date of the opening of the proposals, the bidder will, 
within ten days after being notified of such acceptance, enter 
into a contract and give bond with good and sufficient sureties, 
and that in case of failure of the bidder to enter into contract 
and give bond, they will pay the difference between the amount 
of his bid and the amount for which contract may be made 
with another party.* 

5. The amount of the penalty of the bond to be furnished 
by the contractor will not be less than one tenth nor more than 
the full sum of the consideration of the contract. 

*In place of this it is more common to require the bid to be accompanied by a 
certified check (or cash) for a specified sum, to be forfeited in case the bidder fails to 
enter into contract if the work is awarded to him. 



76 GENERAL SPECIFICATIONS. 

FORMS OF PROPOSALS. 

64. The Object of Blank Forms of Proposals. In 

order to insure that ali the bidders shall submit their proposals 
on exactly the same items and estimate prices in the same units, 
it is necessary to prepare printed blank forms to be used by all 
the bidders, these forms being complete in all respects except the 
prices and the names of the bidders. So important is it to have 
the bids exactly comparable in all respects that it is customary 
to reject all bids not made out on these printed forms as well 
as all bids which, though made on the printed forms, have 
changed the conditions of the same in any particular, either by 
erasures, interlineations, or additional conditions. If the bid- 
der desires to submit a proposition in a different way or with 
other conditions than those stated in the printed form he should 
submit his bid on the printed form without correction or change 
and then append to his bid an auxiliary paper embodying such 
changes as he would wish to make, and the price he would 
submit if these changes were agreed to. In this way he com- 
plies strictly with the requirements by submitting a bid which 
is regular in every respect, and in addition submits what is 
practically another bid on a modified basis. While the modi- 
fied bid is, of course, irregular, and would not be considered in 
conjunction with the regular bids, it would give to the parties 
letting the contract the information which he desires them to 
have, and states the modifications which he would agree to if 
the bid were let to him on the basis of his formal and regular 
proposal. The work might then be let to him on the basis 
of his valid proposal, with the expectation of making the 
terms in the final contract in accordance with the bidder's 
amended proposition. If the parties letting the contract, how- 
ever, should not choose to do this, the bidder w^ould still be 
bound by his formal or regular proposal. The importance of 
making the bids strictly comparable in every respect is so very 



FORMS OF PROPOSALS. 77 

essential to fair and intelligent treatment of the bidders them- 
selves, and so necessary in order to determine which is really 
the lowest bid, that the practice of preparing and supplying 
such blank forms of proposals should always be followed. 

65. Mannerof Letting the Work. Before such forms 
can be prepared, however, several questions must be decided, 
among which are the follovs^ing: 

1. Shall the work be let as a whole, or shall it be let in 
parts. 

2. Whether let as a whole or in parts, shall bids be 
received for fixed sums for the whole or for the several parts, or 
shall they be received on a basis of certain suitable units of 
measurement. As, for instance, per cubic yard, as for earth 
work, per perch for masonry, per pound for iron work, per 
square yard for street paving, per mile for railroad rails and 
ties, or per lineal foot for water pipe or sewers, etc. 

3. Shall the work be let in such a way as to involve the 
payment of a bonus or additional sum for the performance 
above that required, and a corresponding reduction in price for 
a failure to meet the requirements. 

4. Shall the work be let for a certain price for the origi- 
nal construction, and a certain price per annum for maintenance 
for a given period. 

5. Shall the contractor be required to furnish all materi- 
als and perform all the labor, or shall the principal purchase a 
portion or all of the material and turn it over to the contractor 
for use in the construction of the work. 

6Q. Contract Let as a Whole or in Parts. Some 
of the considerations in favor of letting work as a whole rather 
than in parts are : 

(«) By this means one man or company alone is respon- 
sible for the faithful performance of the work both as to quality 
and as to time. This prevents a division of responsibility 



78 GENERAL SPECIFICATIONS. 

which is always bad, and in the case of carrying out contract 
work is often the cause of failure to have the work completed 
within the time specified, without being able to locate the 
responsibility for such delay. Where there are several con- 
tractors upon the same piece of work, each may so stand in the 
way of another that the work may be greatly delayed, and yet 
each one of the several contractors may have a reasonable 
defense which would shield him from personal liability. 

(3) When there is but a single contractor the business is 
concentrated so that the work of the engineer or of the inspec- 
tors is greatly lessened from having to deal with one man 
instead of many separate contractors. 

(c) When several contractors are engaged upon the same 
work it is difficult for them so to plan their parts, in time, as to 
avoid a certain amount of delay where the work of one is 
dependent upon antecedent work of another. When the work 
is done by a single contractor he can arrange to avoid such 
delays as are almost necessarily incident to the working of sev- 
eral contractors in sequence. 

(^d) When the work is such as is commonly let in a single 
contract, or in other words, when bids can be received from 
parties who have been accustomed to carry out all parts of such 
a work, it is usually more economical to let the work in a single 
contract than it is to let it in parts. In the former case there is 
but one man to reap a profit from the construction, whereas if 
let in parts, each contractor must, of course, make his estimate 
in such a way as to allow himself a reasonable profit. 

Some of the arguments in favor of letting the work in 
parts are : 

(«) The project may involve constructions of such differ- 
ent kinds as to make it impracticable for one contractor to 
undertake the entire work. In this case the letting in parts is 
necessary to a skillful performance. 



FORMS OF PROPOSALS. 79 

(3) Where there are local parties who are competent to 
execute portions of the work, but not the whole, and who are 
anxious to bid upon such portion, it may be wise to let the 
work in parts provided it is reasonably certain that competitive 
bids can be received on all the parts. Even in this case it is 
desirable also to receive bids upon the whole work, so that when 
the bids are opened it will appear which is the more economical 
method of letting. Even when it is reasonably certain in 
advance that the contract will be let as a whole it is often wise 
to receive bids on the parts in order to satisfy local demands, 
and to avoid invidious criticism and public detraction. This is 
especially true in the case of public works, if the local bidders 
who wish to submit proposals on parts of the work, but who 
would be incompetent to bid upon the whole, are shut out by 
receiving bids only upon the entire project. 

67. Contract Let for a Fixed Sum or per Speci- 
fied Units. When the work to be performed under a contract 
is perfectly definite as to quantity, it is best to let the contract 
for a fixed sum. When either the quantity of work to be done 
or the quality or kind of material to be encountered, as in exca- 
vations, is more or less unknown and indeterminate, it is 
necessary to let such parts of the work at least, in terms of 
some suitable unit of measurement. Thus in the case of exca- 
vation, the kind of material which will be encountered is always 
more or less uncertain, and the quantities to be moved are 
usually undetermined in advance. In various other lines of 
work, also, the exact quantities are not measured or computed 
in advance of the construction, so that in all such cases it is 
necessary to let the work per unit of measure. It is often 
wise, however, to assume a certain definite amount of work of 
each kind to be performed, and let the contract for a fixed sum 
on the basis of this assumption, providing for variations from 
these amounts in the blank form of proposal by requirino- the 
bidder to state not only a fixed sum for the assumed total, but 



80 GENERAL SPECIFICATIONS. 

also a price per unit of measure, in accordance with which the 
quantities assumed as the basis of the bid may be either 
increased or diminished, it being understood, however, that the 
quantity stated is approximately the amount of work to be 
performed. In this way it becomes known in advance about 
what the work is to cost, and if the quantities, are changed 
somewhat these changes do not become a source of contention 
between the parties. 

In choosing the units of measure which shall serve as the 
items to which prices are to be affixed by the bidders, it is 
necessary to select and describe these units in such a way that 
they can not be misunderstood ; thus in masonry it is better to 
use the cubic yard as a unit rather than the perch, since this 
latter has different values in different localities. Also it should 
be clearly defined in the proposal itself in what way these 
measurements should be taken, as, for instance, in masonry, 
whether all openings should be excluded, and in tunnel exca- 
vation that the measurement should include only the material 
excavated inside the given sectional boundaries, and in water 
pipe on which bids are received per foot in length for the 
various sizes, that the measurements should be taken on the 
center lines of such pipes, after they are laid, etc. Also in the 
case of the furnishing of materials, machinery, and appliances, 
the printed proposal should indicate where the material is to be 
delivered and whether or not the machinery is to be erected. 
The failure to make the proposal clear in these and other 
minor particulars is often the cause of serious disagreements, 
provoking delays, and sometimes of considerable expense. 

68. Contract Involving a Specific Performance. 

When machinery is purchased on the basis of a specific per- 
formance, as in the case of pumping engines, steam boilers, 
steam ships, and the like, where a specific performance is made 
the basis of the contract price, it is customary and proper to 
provide for specific additional sums for stated percentages- of 



FORMS OF PROPOSALS. 81 

excess of performance over and above that which forms the 
basis of the bid, and also for stated deductions from the con- 
tract price for given percentages by which the performance 
fails to meet the standard. In this way the contractor is fairly 
paid for accomplishing more than he agreed to, and the pur- 
chaser obtains a fair reduction in price for any failure to reach 
the agreed standard. When a specific performance is made 
the basis of a contract without these agreed premiums and dis- 
counts, the purchaser is at liberty to refuse to accept the work 
at any price, in. case of even a partial failure to meet the speci- 
fied requirements; while, on the other hand, if the contractor 
has far exceeded the specifications, he gets no benefit whatever 
for the enhanced value of the product. A specific perform- 
ance, therefore, when made the basis of the acceptance of a 
piece of contract work without these provisions for premiums 
and discounts is a very onesided and unfair contract, and its 
use should be discouraged by engineers. 

in all cases where a specific performance is made the basis 
of a contract price, the conditions of this performance should 
be so clearly stated in the specifications, and the nature of the 
tests to determine this performance so distinctly described that 
no misunderstanding could arise when the time comes for mak- 
ing these tests. These descriptions belong in the specifications 
rather than to the proposals. 

69. Contract Including Maintenance. In the 
case of street pavements, especially where the material is new 
or untried, it is common to require the contractor to maintain 
it for a given period, at a stated price per annum. In this case 
this maintenance price must also be provided for in the pro- 
posal, as well as the price charged for first cost. 

70. Contract for the Work Only. It is often wise 
for the principal to purchase materials himself which shall be 

6 



82 GENEKAL SPECIFICATIONS. 

used by the contractor in the carrying out of the work. Thus 
the principal may wish to use a particular kind or quality of 
material which he does not wish to describe specifically in the 
specifications, or which, if described, he can not well assure 
himself that the contractor will furnish. Especially is this the 
case with such materials as can not be clearly identified by 
ordinary methods of inspection ; as, for instance, various kinds 
of paints, cement, iron and steel, paving brick, besides a great 
number of specialties in the line of manufactured articles and 
machines. Or, the contractor may not be able to purchase this 
miaterial on as favorable terms as the principal, because of the 
greater risk involv^ed in the sale of this material when the con- 
tractor must be looked to for payment. Thus, when the bid- 
ders are informed that the principal will furnish materials 
which would otherwise cost the contractor large sums of 
money, many contractors of small means would be encouraged 
to bid upon the work, who othei-wise would not be able to 
handle it. For these and other reasons, therefore, it is fre- 
quently wise for the principal to purchase the material and turn 
it over to the contractor for use in the work'. 

71. Proposal for Building a Dam, Spillway, 
Levee, Outlet Tunnel, and Overflow Chamber. 

To THE First New Mexico Reservoir and Irrigation Co.. 
RoswELL, New Mexico. 

Gentle7nen: — The undersigned propose to do all the work 
and furnish all of the material in accordance with the printed form 
of contract and specifications, a copy of which is herewith 

annexed, and bind , on the acceptance of this proposal, 

to enter into and execute a contract in the form of said enclosed 
specifications and contract for the execution of said work at the 
prices named below, to wit: 
Excavation : 

(«) Earth, including all forms of soil, or clay, per cubic 

yard . 

(^) Gravel and sand, including all forms and combina- 
tions of these materials, per cubic yard . 

(c) Loose rock in open cut, including all kinds of loose 
rock not requiring blasting, per cubic yard 



FORMS OF PROPOSALS. 83 

{d) Solid rock in open cut, including all kinds of rock 
requiring blasting, per cubic yard . 

(c) Rock in tunnel, including all tunnel work to the 
outer line of the lining wall, if such be required, other- 
wise to the lines of the drawings, per cubic yard . 

(a) Earth, clay, gravel or sand, not rolled, per cubic 

yard . 

(^) Same materials spread in courses and rolled dry, per 

cubic yiird . 

(c) Same materials spread in courses, dampened and 

rolled, per cubic yard . 

(«?) Same materials spread in courses, pulverized, har- 
rowed, wet down and rolled thoroughly, per cubic 

yard . 

(^) Clay and gravel mixed in layers, harrowed, wet 

down and rolled thoroughly (clay puddle), per cubic 

yard . 

(_/") Loose rock dumped or thrown in as in temporary 

dam, per cubic yard . 

(^) Rip rap laid on face of dam, per cubic yard . 

(/^) Facing rock laid dry with close joints for distance 

of 4 inches from surface and rammed, per cubic 

yard . 

Masonry: 

i^a) Rubble masonry laid in Portland Cement Mortar, as 

described, per cubic yard . 

(^) Masonry lining of tunnel, as described, per cubic 

yard, actual volume . 

(c) Dimension stone masonry, laid in Portland Cement 

Mortar, as described, per cubic yard . 

Enclosed is a certified check for five hundred dollars; 
which sum is to be forfeited to the First New Mexico Reservoir 
& Irrigation Co. if the party or parties making this proposal fail 
to enter into contract, with approved securities, within fifteen 
days after the contract is awarded to said party or parties. 

Respectfully, 
(Signature and address of contractors.) 



St. Louis, Mo., 1890. 

Note. — Each bid shall be placed in a sealed envelope addressed to 

" , President First New Mexico Reservoir & Irrigation Co ," care of 

Consulting Engineers, , St. Louis, Mo.," and shall be 



indorsed ''Proposal for building Dam, etc." 

The First New Mexico Reservoir & Irrigation Co. reserves the right 
to reject any or all bids. 

J. &F. 



84 GENERAL SPECIFICATIONS. 

72. Proposal Bond. In lieu of a cash deposit accom- 
panying the bid as a guarantee of good faith and of intention 
to enter into contract, if the same be awarded to the party, a 
bond may be received, duly signed and certified, which will 
insure either the signing of the contract, or the payment of 
such damages as may result from a failure to sign. These 
damages would usually be measured by the difference between 
the amount named by the party furnishing the bond, and the 
sum for which the contract might finally be let, and this is 
usually named as the amount of the forfeiture under the bond. 
It is the usual custom of the United States Government to 
require a bond of this sort rather than a cash deposit. It is 
evidently a less hardship lipon the contractor to furnish such a 
bond. The following is the form of this document as used by 
the United States Government: 

Proposal Bond or Guarant"?^.' 

We, , of — rr-, in the State 

of , and , of , 

in the State of , hereby guara,ntee and bind 

ourselves and each of us, our and each of our heirs, executors 

and administrators, to the effect that if the bid of 

herewith accompanying, dated , 1S94, for furnishing 

all materials and labor, and constructing the Power House and 
Office Building for the 8oo-ft. Lock at St. Mary's Falls Canal, 
shall be accepted, in whole, or in part, within sixty (60) days 
from the date of the opening of proposals, the said bidder — , 

will, within ten (10) days after being notified 

of such acceptance, enter into a contract with the United 
States in accordance with the terms and conditions of the 
advertisement, and will give bond with good and sufficient 
sureties for the faithful and proper fulfillment of the same. 
And in case the said bidder — shall fail to enter into contract 
within the said ten (10) days with the proper officer of the 
United States, and furnish good and sufficient bond for the 
faithful performance of the same according to the terms of said 
bid and advertisement, we and each of us hereby stipulate and 
guarantee, and bind ourselves and each of us, our and each of 
our heirs, executors and administrators, to pay unto the United 
States the difference in money between the amount of the bid 
of the said bidder — , and the amount for which the proper 
officer of the United States may contract with another party to 



FORMS OF PROPOSALS. 85 

furnish said materials and labor and construct the Power House 
and Office Building as specified, if the latter amount be in 
excess of the former, for the whole work covered by the 
proposal. 

Witnesses: 

, [seal] 

. [seal] 

Dated , 1894. 

[Executed in triplicate.] 

justification of guarantors. 

State OF ^ 

County of J 

I,- , one of the guarantors named in the within 

guaranty, do swear that I am pecuniarily worth the sum of 
forty thousand dollars, over and above all my debts and 
liabilities. 

[Signature of Guarantor] 

Before me, 
[Signature of Officer administering oath, with seal, if any] 



} 



ss. 



State of 

County of 

I,- , one of the guarantors named in the within 

guaranty, do swear that I ani pecuniarily worth the sum of 
forty thousand dollars, over and above all my debts and 
liabilities. 

[Signature of Guarantor] 

Before me, 
[Signature of officer administering oath, with seal, if any.] 



certificate. 

I, , do hereby certify that , 

and , the guarantors above named, are person- 
ally known to me, and that, to the best of my knowledge and, 
belief, er.ch is pecuniarily worth, over and above all his debts 
and liabilities, the sum stated in the accompanying affidavit 
subscribed by him. 

[Signature of certifying official.] '■ 

Note. — The certificate may be given separately as to each guar- 
antor, and modified accordingly. 

U. S. Eng. Corps. 



86 GENERAL SPECIFICATIONS. 

ENGINEERING SPECIFICATIONS. 

73. Engineering Specifications Defined. Engi- 
neering specifications consist of a series of specific provisions 
each one of which defines and fixes some one element of the 
contract. These clauses relate, in general, 

First: To the work to be done. 

Second: To the business relations of the two parties to 
the contract. 

In the first sense, the specifications supplement and explain 
the plans (if there be any) and define the character of the 
materials and the methods to be employed on the work, or if 
unaccompanied by plans they embody the principles and rules 
in accordance with which the plans must be drawn and the 
work executed. In this sense the specifications enable the 
bidder to estimate the cost of the proposed work and after the 
contract is let they serve as the rules of inspection and accept- 
ance of such work. 

In the second sense the specifications define the rights and 
duties of the two parties to the contract to each other and 
embody proper provisions for changes in the plans, and lor the 
settlement of disputes which may arise ; they also describe the 
conditions of payment, acceptance, etc., etc. 

74. Classes of Specifications. There may be said 
to be three general classes of engineering specifications: 

{a) Specifications accompanying complete detail plans: 

(3) Specifications accompanying a general plan only. 

(c) Specifications unaccompanied by any plan, and com- 
monly known as General Specifications. 

All of these classes of specifications are in common use 
and each has its own particular sphere of usefulness. 

(a) Thus when the design is novel, or when the engineer 
wishes a particular design carried out, he usually prepares full 



ENGINEERING SPECIFICATIONS. 87 

detail plans, or drawings, showing how all parts of the proposed 
work shall be done. 

In the case of public works, also, when the law requires the 
contract to be let in open competition, and also specifies that it 
shall be let to the lowest bidder, it is almost necessary to pre- 
pare full detail plans in order to avoid an inadequate or inferior 
design being put into competition with better ones, and, from 
its diminished cost, receiving the contract. 

((^) If the engineer can limit the bidders to a selected 
class of reliable contractors, who have reputations to lose if 
they should do inferior work, he may prepare very general 
plans only and allow the contractor to make the details to suit 
himself, in accordance, however, with certain specific require- 
ments as given in the specifications, and subject to the approval 
of the engineer. 

(c) If the engineer is indifferent as to even the general 
design, provided the finished work answers equally well certain 
prescribed demands, as given in a set of general specifications, 
he may not prepare any plans whatever, but leave the contrac- 
tor (who must now also be chosen by the engineer or only 
responsible parties allowed to bid) to use any design he may 
choose, such designs to be submitted, however, with his bid, 
and this, together with the general specifications to form the 
basis of the contract. 

75. General and Specific Clauses. Any specifica- 
tion may be said to be composed of two kinds of clauses, gen- 
eral and specific. 

All those clauses which relate to the business portion of 
the contract, or which go to define the relations of the parties 
to the civil contract as a business proposition, may be said to 
be the general clauses. 

All those clauses which are descriptive of the engineering 
or structural features of the design, either as explanatory of the 



88 GENERAL SPECIFICATIONS. 

plans, or of the materials to be used, or of the methods to be 
e<Tiployed, may be called the specific clauses. 

Since the general clayses are common to all kinds of 
specifications, they will be discussed first. 



THE GENERAL CLAUSES IN SPECIFICATIONS. 
76. The General Clauses in Specifications may 

relate to any or all of the following subjects : 

(i) Time of commencement, rate of progress, and time 
of completion of the work. 

(2) As to the character of the workmen to be employed. 

(3) Suitable appliances to be used. 

(4) Monthly estimates of work done and payments to be 
made. 

(5) Provision for inquiring into the correctness of the 
monthly estimates. 

(6) Reserving a certain percentage as a repair fund, for 
a stated period after completion. 

(7) Conditions of the final estimate. 

(8) Engineer's measurements and classifications final 
and conclusive. 

(9) Determination of damages sustained by failure to 
complete the work within the time agreed upon, or as extended. 

(10) The discharge of unpaid claims of work men and 
material men. 

(11) No claims for damages on account of suspension of 
work. 

(12) No claims for damages on account of delay. 

(13) No claims on account of unforeseen difficulties. 

(14) Protection of finished work. 

(15) Protection of property and lives. 



THE GENEKAL CLAUSES IN SPECIFICATIONS. 89 

(i6) Protection against claims for the use of patents. 

(17) Assignment of contract. 

(18) Contractor not released by subcontracts. 

(19) Abandonment of contract. 

(20) Cancellation of contract for default of contractor. 

(21) Workmen's quarters and other temporary buildings. 

(22) Cleaning up after completion. 

(23) Remova4 of condemned material. 

(24) Relations to other contractors. 

(25) Provision for drainage. 

(26) Provision for public traffic. 

(27) Contractor to keep foreman or head w^orkman, and 
also copy of plans and specifications on the ground. 

(28) Cost of examination of completed work. 

(29) Faults to be corrected at any time before final 
acceptance. 

(30) Surveys, measurements, and estimates of quantities 
not guaranteed to be correct. 

(31) The contract subject to interpretation and change 
by the engineer. 

(32) Settlement of disputes. 

(33) Extra vs^ork. 

(34) Definition of "Engineer" and * 'Contractor.** 

(35) Documents composing the contract. 

(36) Meaning understood. 

77. Explanatory Note. In all that follows on the 

subject of specifications, after explaining and discussing a given 
subject, one or more illustrations will be given in solid type, 
from actual specifications, together with the initials of the 
author. The full name and professional engagement of the 
author can then be found by referring to the Key to Pei'soital 
References^ page 5. In general the latest practice only of the 
engineers quoted in this way will be cited. It must also be 



90 GENERAL SPECIFICATIONS. 

understood that in every case the gentlemen so quoted have 
themselves selected the sample specifications used and have 
consented to such use. 

78. Time of Commencement, Rate of Progress, 
and Time of Completion of the Work, It is usual to 
make the time of commencement of the work as soon after the 
signing of the contract as is thought practical, as, for instance, 
ten, fifteen, or thirty days, depending on the character of the 
work. 

The rate of progress is specified in order to give the engi- 
neer authority for canceling the contract if the rate of progress 
is such as to indicate that the contractor will certainly be unable 
to complete the work on time, or at all. Thus he may be 
obliged to abandon the work altogether, or he may choose to 
do so, in which case, if rate of progress is specified, the parties 
of the first part need not wait for the full time for completion 
to arrive before being able to take the work from the hands of 
the contractor and complete it by hiring the labor and purchas- 
ing the materials, or by reletting it to another contractor. 

The time of completion is nearly always stated, and 
while the time allowed should be ample it should be only such 
as is required when a reasonable degree of diligence is exer- 
cised on the part of the contractor. 

If, for any sufficient reason, the contractor is delayed in 
his work, for reasons beyond his control, the time of comple- 
tion is usually extended by the principal by a corresponding 
length of time, and then this extended period fixes the required, 
or specified date of completion. 

And the said party of the second part further agrees that 
he will commence the work herein contracted to be done 
within twenty days from the date of this contract; that the rate 
of progress of his work shall be such as, in the opinion of the 
Engineer, is necessary for completion within the time herein 
specified, and that he will so conduct the said work that on or 
before July i, 1899, the whole work covered by this contract 
and specification shall be entirely completed. A. F. 



THE GENERAL CLAUSES IN SPECIFICATIONS. 91 

79. As to the Character of the Workmen to be 

Employed. In order to secure good work it is necessary to 
employ skilled workmen. The engineer must therefore have 
some control over the character of the labor employed by the 
contractor. This is obtained by specifying that only skilled 
labor shall be employed and giving to the engineer the power 
of discharge over any laborer, mechanic, foreman, or superin- 
tendent employed by the contractor on the work. It is also 
customary to provide that this power shall extend to cases of 
disobedience of instructions, impudence to engineer or inspect- 
ors, drunkenness, etc., as shown in the following illustration: 

And the said party of the second part further agrees to 
emplov only competent, skillful men to do the work ; and that 
whenever the Engineer shall inform said pnrty of the second 
part in writing that any man on the work is, in his opinion, 
incompetent, or unfaithful, or disorderly, such man shall be 
discharged from the work, and shall not again be employed 
on it. A. F. 

80. Suitable Appliances to be Used. If not pre- 
vented by a special clause in the specifications, contractors who 
are unprovided with suitable mechanical appliances for doing 
the work properly will often undertake to perform the work 
with cheap and inadequate means, which would necessarily 
result in faulty construction, or in delaying the work. It is 
customary, therefore, to prescribe that all appliances shall be 
suitable and adequate to the purpose, and subject to the 
approval of the engineer. It is not wise, however, to specify 
particular methods or means of doing the work, since if for 
any reason a partial failure' should result, the contractor will 
endeavor to obtain personal release by charging failure to the 
specified appliances or methods. A specification like the fol- 
lowing is therefore recommended. 

The contractor is to use such methods and appliances for 
the performance of all the operations connected with the work 
embraced under this contract as will secure a satisfactory quality 
of work and a rate of progress which, in the opinion of the 
engineer, will secure the completion of the work within the 



92 GENERAL SPECIFICATIONS. 

time herein specified. If, at any time before the commence- 
ment, or during the progress of the work, such methods or 
appliances appear to the engineer to be inefficient or inappro- 
priate for securing the quality of the work required or the said 
rate of progress, he mav order the contractor to increase their 
efficiency or to improve their character, and the contractor 
must conform to such order; but the failure of the engineer 
to demand such increase of efficiency or improvement shall not 
relieve the contractor from his obligation to secure the quality 
of work and the rate of progress established in these specifi- 
cations. A. F. 

81. Monthly Estimates of Work Done and Pay- 
ments to be Made. It is customary, in all kinds of engi- 
neering construction, for the engineer in charge to estimate at 
the end of each month the quantity of material furnished on 
the ground, and of work done. These estimates are approxi- 
mate only and serve as a basis for making monthly payments to 
the contractor. It is customary to reserve from ten to twenty- 
five per cent, of these monthly estimates until the final comple- 
tion of the work. By means of these monthly payments the 
contractor is enabled to carry on the work to final completion 
with a much smaller capital than would be required if no pay- 
ments were made until the work was finished. The percentage 
reserved from the monthly payments is intended to serve as a 
guarantee of final completion, and as a fund to draw upon 
when the time of final settlement arrives, for the payment of 
damages resulting from the work not having been performed 
within the specified time, or for otner purposes as indicated 
subsequently in these general specifications. In the matter of 
payment for materials furnished, but not incorporated finally 
into the work, it is usually considered safe to include in the 
monthly estimates all materials delivered, either upon the 
ground, that is to say along the line of the work, and subject to 
the inspection and control of the engineer, and also to pay for 
materials and machinery furnished and stored where they are 
under the control and subject to the inspection and approval of 
the engineer. Of course no material would be included in 



THE GENEKAL CLAUSES IN SPECIFICATIONS. 93 

these monthly estimates which had not been duly inspected and 
accepted. The following is a common form for this speci- 
fication. 

In order to enable the said contractor to prosecute the 
work advantageously, the engineer shall, once a month, on or 
about the last day of each month, make an estimate in writing 
of the amount of work done, and materials delivered to be 
used in the work, and of the value thereof, according to the 
terms of this contract. The first such estimate shall be of the 
amount or quantity and value of the work done and materials 
delivered since the party of the second part commenced the 
performance of this contract on his part. And every subse- 
quent estimate (except the final one) shall be of the amount or 
quantity and value of the work done since the last preceding 
estimate was made. And such estimates of amount and quan- 
tity shall not be required to be made by strict measurement or 
with exactness ; but they may, at the option of the engineer, be 
approximate only. 

Upon each such estimate being made the parties of the 

first part will pay to the party of the second part the following 

proportions or percentages thereof, to wit : 

85 per cent, thereof up to and until such time as the total 
estimated value of the work done and materials delivered shall 
amount to $1,000,000. 

90 per cent, thereof after the total estimated value of 
such work and materials delivered shall have amounted to 
$1,000,000, until the party of the first part shall have fully 
and completely performed this contract on his part. 

A.F. 

82. Provision for Inquiring into the Correct- 
ness of the Monthly Estimates. The monthly estimates 
made by the engineer acting as the agent of the party of the 
first part, may be held to be binding upon this party, in case 
he has either made a mistake in the quantity of work done, or 
material furnished, or has entered into collusion with the 
contractor, and rendered false returns. Since the engineer is 
the agent of the party of the first part, his acts would bind his 
principal, after payment had been made on the same, if it were 
not expressly provided that the party of the first part shall not 
be estopped, or prevented, from determining by other means 



94 GENERAL SPECIFICATIONS. 

the amount of work done and material furnished. In other 
words the party of the first part should not necessarily be bound 
by either the monthly or final estimates rendered by his agent, 
and which are intended to serve as the basis of payment. It is 
understood, of course, that the contractor always has this privi- 
lege of inquiry and proof of the correctness of the estimates. 
It is customary, therefore, to insert a clause like the following. 

And it is hereby expressly agreed and understood by and 
between the parties hereto that the said parties of the first part, 
their successors and assigns, shall not, nor shall any depart- 
ment of the City of New York, be precluded or estopped by 
any return or certificate made or given by any engineer, 
inspector, or other officer, agent or appointee of said Aqueduct 
Commissioners, or of said parties of the first part, under or in 
pursuance of anything in this agreement contained, from at any 
time showing the true and correct amount and character of the 
work which shall have been done and materials which shall 
have been furnished by the said party of the second part, or 
by any other persons under this agreement. 

A. F. 

83. Reserving a Certain Percentage as a Repair 
Fund, for a Stated Period after Completion. In 
order to provide foi inherent defects in the work which may 
not appear on the surface, or until after the construction has 
been in service for some time, it is often desirable to retain a 
portion of the total cost of the work for a specified period 
of time, on which sum the party of the first part is authorized 
under the specifications to draw for the repairing or 
correcting of any and all faults or defects which may become 
apparent by use within the specified period. It is usual, how- 
ever, to give the contractor the privilege of making such repairs 
under the direction, and subject to the approval, of the engi- 
neer, in place of having the engineer make such repairs and 
charge them against the reserve fund. This clause may read 
as follows. 

The contractor hereby further agrees to make all the 

needed repairs on the said work during a period of months 

after its final completion ; and he hereby further agrees that the 



THE GENERAL CLAUSES IN SPECIFICATIONS. 95 

party of the first part is authorized to retain out of the moneys 
payable, or to become payable, to him. under this agreement, 
the sum of five per cent, on the amount of the contract, and to 
expend the same, or so much thereof as may be required, in 
making the aforesaid repairs to the satisfaction of the engineer, 
if within three days after the delivery or mailing of a notice in 
writing to the contractor, or his agent or attorney, he or they 
shall neglect to make the aforesaid needed repairs; and he 
hereby further agrees to be responsible for any accident that 
may occur on account of the defective condition of the work. 

E. A. F. 

84. Conditions of the Final Estimate. If, in 
the opinion of the engineer, the contractor has completed his 
work in all respects in accordance with the terms of the con- 
tract, he should proceed with due diligence to make the final 
estimate of all quantities in the several clauses, and to certify to 
his principal the amount of money due to the contractor, and 
also the amounts which should be held in reserve under the 
various clauses of this character in the specifications. The 
party of the first part thereupon should immediately pay to the 
contractor such moneys as are legally due him, provided this 
party is satisfied that the final estimates submitted by the engi- 
neer are correct. If this party should have any doubts on this 
point, he should be at liberty, under the specifications, to 
inquire further into the correctness of such estimates. This 
portion of the contract may be stated as follows. 

It is further mutually agreed, that whenever this contract, 
in the opinion of the engineer, shall be completely performed 
on the part of the contractor, the engineer shall proceed with 
all reasonable diligence to measure up the work, and shall 
make out the final estimates for the same and shall certify the 
same. The party of the second part will then, excepting for 
the cause herein specified, pay to the contractor, within — days 
after the execution of said certificate the remainder which shall 
be found to be due, excepting therefrom such sum or sums as 
may be lawfully retained under any of the provisions of this 
contract: Provided that nothing herein contained shall be con- 
strued to affect the right hereby reserved, to reject the whole or 
any portion of the aforesaid work, should the said certificate be 
found to be inconsistent with the terms of this agreement, or 
otherwise improperly given. E. A. F. 



96 GENERAL SPECIFICATIONS. 

85. Engineer's Measurements and Classifica- 
tions Final and Conclusive. In order to avoid disputes 
as to both the quantity and the quality of the work done, it is 
customary to specify that the measurements and classifications 
of the engineer shall be final and conclusive, and binding upon 
both parties. This is a very important provision, and places a 
great responsibility upon the engineer, while it binds, at the 
same time, the two principals to the contract, and forces them 
to submit to the engineer's decisions, except as some special 
provision such as that stated in article 8i allows one or both of 
the parties to examine into the correctness of the engineer's 
estimates. As a matter of course either party is always at lib- 
erty to examine questions of fact and, so far as it is practicable, 
to remeasure quantities at subsequent times. Either party would 
be at liberty in case of a suit at law to have such quantities 
remeasured to determine such question of fact, but so far as the 
classification of the material is a matter of opinion on the part 
of the engineer, and so far as measurements of quantities have 
become impracticable at a subsequent period, to this extent a 
clause such as is here proposed binds absolutely both parties to 
the contract. Neither party now has any release from the 
decision of the engineer, except on one of two grounds : 

First. Either party may bring a suit in equity, in which 
case the terms of the contract are not made the basis of the 
suit ; or 

Second. Either party may enter a plea of fraud on the 
part of the engineer, which, if sustained, would of course 
vitiate the decisions of such engineer. Neither of these grounds 
offers much encouragement to either party. A case could not 
be sustained in equity contrary to the terms of ViW expressed 
written agreement, except it could be shown that gross and 
violent injustice had been worked by a strict compliance with 
its terms. Neither is it desirable in a civil suit to enter a plea 
of fraud, since this is very difficult to maintain, and can only be 



1 
i 



THE GENERAL CLAUSES IN SPECIFICATIONS. 97 

maintained by proving the moral depravity of the engineer. A 
clause such as the following, therefore, if incorported in a con- 
tract and agreed to by both parties places both parties abso- 
lutely at the mercy of such engineer, and the contractor should 
never submit to it, if he has reason to suppose that the engi- 
neer is likely to act unfairly toward him under the authority 
thus granted to him. As a rule, however, this confidence 
which is reposed in the engineer by both parties to the contract 
is not misplaced. Although the engineer is paid for his services 
by one of the parties to the contract, he understands that his 
position is a judicial one, and not that of an advocate or 
partisan, and that it is his business to see that justice is done 
to both of the parties. The clause usually reads as follows. 

It shall be understood and agreed by the parties hereto, 
that due measurements shall be taken during the progress of 
the work, and the estimate of the engineer shall be final and 
conclusive evidence of the amount of work performed by the 
contractor under and by virtue of this agreement, and shall be 
taken as the full measure of compensation to be received by the 
contractor. The aforesaid estimates shall be based upon the 
contract prices for the furnishing of all the different materials 
and labor, and the performance of all the work mentioned in 
this specification and agreement, and when there may be any 
ambiguity therein, the engineer's instructions shall be consid- 
ered explanatory, and shall be of binding force. E. A. F. 

86. Determination of Damages Sustained by 
Failure to Complete the Work within the Time 
Agreed upon, or as Extended. It is seldom "that a spe- 
cific performance of any contract can be enforced. In other 
words, either of the parties to almost any civil contract is at 
liberty to break the same, or fail to carry it out, for which fail- 
ure, however, the law provides that the party breaking the 
contract shall pay a penalty. The amount of this penalty 
usually remains to be ascertained after the contract has been 
broken, and when the time of settlement arrives. The lesral 
remedies for breach of contract are given in Arts. 49-53. It 



98 GENERAL SPECIFICATIONS. 

is sufficient to remark here, that in determining the amount of 
the damages, the law will only allow the actual proven dam- 
ages to be collected, and always discourages any constructive, 
or conventional, or arbitrary estimate of such damages. In 
other words, the damages are the compensation to the injured 
party, requisite to repay him for his loss, which can be traced 
directly to the breach of contract. 

While damages to the extent of the actual injury sustained 
can always be recovered, by a suit at law, in the case of a 
breach of contract, it is customary in the writing of engineering 
specifications to insert one or more clauses defining the amount 
of the damages which it is agreed by the parties will be sus- 
tained in case of certain specific failures to carry out the con- 
tract ; and since these failures are assumed to be on the part of 
the contractor, and since money is usually due him from the 
other party, it beco.mes possible, in this case, to remunerate the 
injured party by withholding a certain sum of money from the 
contractor who is guilty of the breach of contract. If a specific 
agreement to this effect be entered into by the parties, in 
advance, the compensation for the injury done because of a 
specific breach of the contract, may be recovered by simply 
withholding such a sum from the contractor, and paying over 
to him in final settlement the remainder. Because, therefore, 
of the facility with which such a settlement can be accom- 
plished, and also to further provide against such a contingency 
arising by furnishing to the contractor a sufficient motive to 
prevent such specific breaches, and furthermore, in order to 
avoid a suit at law for the recovery of such compensation, it 
has become customary to insert what is commonly called a 
**penalty clause." * 

While recovery can be had by a suit at law for the actual 
damages sustained for any breach of the contract, either with 
or without a specific clause to this effect, the penalty or dam- 

* The reader is requested to refer to Arts. 51-53 for a discussion of the legal phases 
of this question. 



THE GENERAL CLAUSES IN SPECIFICATIONS. 99 

age clause in the specifications usually refers to one or more 
specific kinds of breach of contract, the more common one 
being that of failure to complete the work within the time 
agreed upon. The object of a penalty clause 'covering this 
particular kind of breach of contract is rather to insure comple- 
tion of the contract within the time specified than to recover 
damages for a failure to do so. For this reason it has been 
commonly supposed if a heavy penalty were prc^vided for a 
failure of this kind, it would serve as a strong motive to the 
contractor to hasten the work. This being the object of such a 
clause ifhas been common to specify a penalty or damage of 
so many dollars per day, for each and every day elapsing after 
the date agreed upon for the completion, before the work is 
finally completed, the sum so named being often a very extrav- 
agant one. 

There are several ways of stating this clause, some of 
which are very much better than others. The. following are 
the more usual forms : 

I. Provision for a specific '-'■ penalty. ^^ When a specific 
^'penalty" is named for either a particular or for any breach of 
the contract, whether this sum named be a per diem, or a gross 
amount, the court will usually construe it as meaning that such 
a sum is a fund provided in the specifications for the purpose 
of meeting such damages as may result from a breach of the 
contract, and that only the actual damages sustained and proved 
in a suit at law can be recovered from such fund. In other 
words, a penalty clause so stated has little or no force, since 
the law provides exactly the same remedy for any breach of 
contract, without a specific agreement. 

II. The naming of a per diem^ or gross sum^ as being 
the ''''ascertained and liquidated damages'^ which will be sus- 
tained by the injured party for a specific breach of contract 
therein named, this usually being for failure to complete the 
work within the time specified. In this case the word "penalty" 



100 GENEKAL SPECIFICATIONS. 

is not used, and if it can be made to appear on trial that both 
parties to the agreement really intended that the sum named 
should be forfeited in case of the failure therein described, and 
provided further this sum is not too extravagant and unreason- 
able, and provided the fact of failure and consequent liability 
be fully established, then and in that case the law will sustain 
the damage clause, and the injured party will be allowed to 
deduct it from any moneys due the contractor, or if this fund 
be insufficient, he may even sue the contractor and his bonds- 
men and recover the remainder. The following is a good 
example of this method of stating such a clause : 

And the said party of the second part hereby further 
agrees that the said parties of the first part shall be and they, 
are hereby authorized to deduct and retain out of the moneys 
which may be due or become due to the said party of the second 
part, under this agreement, as damages for the non-completion 
of the v^ork aforesaid within the time hereinbefore stipulated 
for its completion, or within such further time as in accordance 
with the provisions of this agreement shall be fixed or allowed 
for such performance or completion, the sum of one hundred 
dollars per day for each and every day the time employed upon 
said work may exceed the time stipulated for its completion, or 
such stipulated time as the same may be increased, as herein- 
before provided, which said sum of one hundred dollars per 
day is hereby, in view of the difficulty of estimating such dam- 
ages, agreed upon, fixed and determined by the parties hereto 
as the liquidated damages that the parties of the first part will 
suffer by reason of such default, and not by way of penalty. 

A. P. B. 

III. An agreement that the engineer shall ascertain and 
make an estimate of the actual damages sustained by a failure 
to complete the work within the time specified (or for other 
specific breach), and naming some or all of the items to be 
included in such estimate. In this case no effort is made in 
advance to determine what the actual damages are, and the 
agreement simply consists in making the engineer an arbitrator 
to act for both the parties, in determining the amount of the 
damage as a question of fact. This is probably the strongest 



THE GENERAL CLAUSES IN SPECIFICATIONS. 101 

method of stating this clause, while it is also the fairest to all 
parties concerned. 

Because of the difficulty in proving in a suit at law the 
actual damages sustained from the failure to complete an engi- 
neering contract within the time specified, the contractor usually 
pays very little attention to a penalty clause stated as described 
above in form I. As a rule, contractors are better informed as 
to the law of contracts than the engineers who write the specifi- 
cations, and when this clause is stated as first described the 
contractor regards it lightly, well knowing that it has no partic- 
ular significance. When stated in the second manner, however, 
provided the sum named be reasonable, the contractor will give 
it much greater weight, and the party paying for the work can 
withhold money under it with much greater assurance of being 
sustained by the courts. The courts, however, have a repug- 
nance to any agreement made in advance as to questions of 
fact, which in the nature of things could only be adequately 
determined after the breach had transpired. But because of 
the difficulty of fixing accurately the amount of such damages, 
even after the breach, the law consents to a previous agreement 
upon a specific sum, provided this be reasonable, and provided 
it be so clearly stated that the parties signing the contract can 
not have misconstrued it. Concerning the last method given 
of stating this clause, the law also has a repugnance to dele- 
gating the authority of the court to a layman in the person of an 
arbitrator. When, however, the question at issue is a '''•condi- 
tion precedent^' to settlement, as in this case of fixing the 
amount of the damages, and when this arbitrator is the engineer 
in charge of the work, who is evidently the most competent 
person to estimate the amount of such damage, the law readily 
consents that he should act in such capacity, and if both parties 
have agreed that his decision should be final and conclusive in 
the premises, there would seem to be no way of evading his 
decision, except by proving that it was fraudulent. As fraud 



102 GENERAL SPECIFICATIONS. 

invalidates nearly all agreements, and nearly all obligations, if 
it can be shown that the engineer, when acting in the capacity 
defined in this clause, has knowingly and willfully overestimated 
the amount of the damage ; in other words, if it can be shown 
that he acted dishonestly in the matter, his verdict can be set 
aside and the matter can come before the court. Otherwise 
the court will rule that his verdict must hold, and the question 
can not be opened. As it is very difficult to establish a ques- 
tion of motive, and as the burden of proof rests wholly upon 
the contractor, it would seem that this method of writing the 
damage clause had many advantages. The following is a fair 
example of such a clause. 

In case said contractor shall fail to fully and entirely, and 
in conformity with the covenants, terms and agreements of this 
contract, perform, and complete said work, and each and every 
part and appurtenance thereof, within the time hereinbefore 
limited for such performance and completion, or witnin such 
further time as may be allowed by said Board for such per- 
formance and completion, said chief engineer shall appraise 
the value of the direct and computable damages caused to said 
city by such failure, owing to the disbursements made by said 
city on account of the further employment of engineers, inspect- 
ors and other employees, including all disbursements for office 
rent, transportation, supplies, and other matters connected with 
said employment; also the value of such other direct and 
computable damages as shall be caused by such failure ; and 
the amount so appraised, when approved by said Board, shall 
be deducted by said Board out of such moneys as either may be 
due, or at any time thereafter become due, to said contractor 
under and by virtue of this contract, or any part thereof ; and in 
case said appraised value shall exceed the amount of said 
moneys, then said contractor will pay the amount of such excess 
to said city, on notice from said Board of the excess so due ; 
and it is hereby agreed that the decision of said chief engineer 
as to the said appraisal, when approved by said Board,* shall 
be final and bindnig on both parties to this contract. 

E. K. 

87. The Discharge of Unpaid Claims of Work- 
men and Material men. The laws of many states provide 
that persons, who supply either labor or material to any con- 

*It may or may not be wise to make the verdict of the engineer subject to the 
approval of his principal. 



THE GENERAL CLAUSES IN SPECIFICATIONS. 103 

tractor or other person, to be used in the construction of any 
building or other permanent work, if not paid by such party, 
may file a lien upon such completed or uncompleted work, this 
serving as a kind of first mortgage upon the property, under 
which the property can be sold and the claim satisfied. When 
such a law obtains, the only safe course, for the person paying 
for the work, is to satisfy himself before he fully pays for the 
work that all such claims have been liquidated, or he may if he 
choose, require the contractor to furnish a bond which may be 
sued upon, either by himself, or by such material man or labor- 
ing man as may have such a claim. This bond to be large 
enough to cover all such liabilities. 

When the party paying for the work desires to satisfy him- 
self that such claims have all been discharged by the con- 
tractor, the clause may be written as follows: 

Said contractor further agrees that he will pay punctually 
the workmen who shall be employed on the aforesaid work, 
and the persons who shall furnish material thereunder, and will 
furnish said Board with satisfactory evidence that all persons 
who- have done work or furnished materials under this contract 
and shall have filed any account of such claims with said Board, 
have been fully paid, or are not entitled to any lien under the 
laws of this state ; and in case such evidence be not furnished 
as aforesaid, such amount as said Board may consider neces- 
sary to meet the lawful claims of the persons aforesaid, shall 
be deducted from the moneys due said contractor under this 
contract, and shall not be allowed until the liabilities aforesaid 
shall have been fully discharged and the evidence thereof 
furnished said Board ; and if such evidence is not furnished 
before the final payment under this contract falls due, said 
Board may pay such claims in whole or in part to the person 
or persons, firm or corporation claiming the same, and charge 
the amount thus paid to said contractor, who shall accept the 
same as payment to the amount thereof upon this contract. 

E. K. 

When the party paying for the work does not care to put 
himself to the trouble of obtaining the information as to the 
discharge of all such claims by the contractor, he may so frame 



104 GENERAL SPECIFICATIONS. • 

the wording of the bond that it will cover this case satisfactorily. 

In this case this portion of the bond may read as follows:* 

The said as principal, and and 

as securities, hereby bind themselves and their respective heirs, 
executors or administrators, unto the City of St. Louis, in the 

penal sum of dollars, lawful money of the United States, 

conditioned that in the event the said shall faithfully 

and properly perform the foregoing contract according to all 
the terms thereof, and shall, as soon as the work contemplated 
by said contract is completed, pay to the proper parties all 
amounts due for material and labor used and employed in the 
performance thereof, then this obligation to be void, otherwise 
of full force and effect, and the same may be sued on at the 
instance of a material man, laboring man, or mechanic, for anv 
breach of the condition hereof; provided, that no such j-uit 
shall be instituted after the expiration of ninety days from the 
completion of the above contract. 

88. No Claims for Damages on Account of 

Suspension of W^Ork. When the work contracted for is of 
a public character, as for a city, or for the United States Gov- 
ernment, and when it is expected to continue for a considerable 
period, and be paid for by appropriations from time to time, 
and also in other like contingencies, it is common to insert a 
clause to the effect that the contractor shall make no claim for 
damages for necessary delays he may experience in carrying 
out the work, when these delays are caused by the failure of 
appropriations, or by legal proceedings, and the like. 

On ten days notice the work under this contract may, 
without cost or claims against the party of the first part, be sus- 
pended by them for want of funds, or for other substantial 
cause. Upon receipt by the contractor of the order for the 
suspension of the work, all the materials shall be piled up 
compactly, so as not to impede travel on the sidewalk or car- 
riageway, or the use of fire plugs, gas or water stops, and 
all surplus material and rubbish shall be removed immediately 
from the street. When the party of the first part shall order 
the work to be resumed the contractor shall complete the same 
upon the terms and conditions of this contract. 

E. A. F. 

♦This is the form universally adopted in all contracts made by the City of St. 
Louis. If not specifically so stated the material man, or the laboring man could not 
sue on the bond. 



THE GENERAL CLAUSES IN SPECIFICATIONS. 105 

89. No Claims for Damages on Account of De- 
lay. In order that the party of the first part shall be freed 
from all claims which may be set up by the contractor for dam- 
ages on account of various delays and hindrances which he may 
have experienced in carrying out the work, and which he may 
make appear to have been caused directly or indirectly by the 
party having the work done, or by other contractors upon the 
work, the following clause is often inserted: 

The contractor shall not be entitled to any claims for dam- 
a<^es for any hindrance or delay from any cause whatever in the 
jDrogress of the work, or any portion thereof, but said hindrance 
may entitle said contractor to such extension of time for com- 
pleting the contract as may be determined by the engineer, 
provided, he shall have given notice in writing of the cause of 
the detention. E. A. F. 

90. No Claims on Account of Unforeseen Diffi- 
culties. In case it is the purpose of the contract to place 
upon the contractor all the responsibility for contingencies 
which may arise in the prosecution of the work, for which 
greater risk the party having the work done will, of course, pay 
in the increased price made by the contractor to cover such 
risk, the clause may be written as follows: 

The contractor agrees that he will sustain all losses or 
damages arising from the action of the elements, the nature of 
the work to be done under the specifications, or from any 
unforeseen obstructions or encumbrances on the line of the work 
which may be encountered in the prosecution of the same. 

E. A. F. 

91. Protection of Finished Work. It is usually 
customary to hold the contractor responsible for the protection 
and care of the work until it is all finally completed and 
accepted. Even such portions of the work as have been com- 
pleted and provisionally accepted and payments made upon the 
same, should be taken care of and fully protected by the con- 
tractor, until the entire work has been turned over. This often 
entails considerable expense upon the contractor, and when dis- 



106 GENERAL SPECIFICATIONS. 

putes on this question are liable to arise, it is well to insert 
such a clause as the following: 

Contractors will be held responsible for any and all mate- 
rials or work to the full amount of payments made thereon, and 
they will be required to mqke good, at their own cost, any 
injury or damage which said materials or work may sustain from 
any source or cause whatever, before final acceptance thereof. 

O. M. P. 

* 92. Protection of Property and Lives. It is 

always understood that the contractor shall he held responsible 
for all damages to property which may arise from any fault of 
his, or from any accident which may occur during the per- 
formance of the work. He is also held responsible for all 
losses of life or limb, and for all personal damages which may 
be sustained either by his own workmen or by the public, by or 
on account of the works he has under construction. In other 
words, it is made his duty to protect both life and property, so 
far as possible, from all damage, so far as these may be tracea- 
ble to the works themselves. If this responsibility were not 
specifically placed upon the contractor, the party having the 
work done would often be obliged to svistain the loss, since he 
authorizes the execution of the work, and the contractor is his 
employee or agent. This clause is often written as two separate 
clauses, one referring to the damage to property, and the other 
to the damage to persons. 

Furthermore the wording of the bond is usually so made 
as to cover both of these items, so that in case the damage or 
loss is greater than could be repaid by the amount of money at 
any time due the contractor when the accident occurs, suit may 
be brought upon the bond against the bondsmen to recover the 
remainder. 

Inasmuch as claims for damages, either to person or prop- 
erty, usually manifest themselves in the form of suits at law 
against the parfy authorizing the work and paying for the same, 
and not against the contractor himself, it is common to assume 



1 



THE GENERAL CLAUSES IN SPECIFICATIONS. 107 

that this will be the case in all claims for damages, and to word 

the clause accordingly. The following clause covers all of the 

above contingencies in an acceptable manner: 

Said contractor further agrees that he will indemnify and 
save harmless said City and Board, and the officers and agents 
thereof, from all claims, suits, actions, and proceedings of every 
name. and description, which may be brought against said City 
or Board, or the officers and agents thereof, for or on account 
of any injuries or damages to persons or property received or 
sustained by any person or persons, firm or corporation, by or 
from said contractor, or by or in consequence of any materials 
or explosives used on said work, or by or on account of any 
improper material or workmanship in its construction, or by 
or on account of any accident, or of any other act or omission 
of said contractor, or his agents, or servants, and said con- 
tractor also agrees that so much of the money due, or to become 
due, to him under this contract as shall be considered necessary 
by said Board, may be retained by said Board until all such 
suits or claims for damages, or otherwise, as aforesaid, shall 
have been finallv settled and determined, and evidence to that 
effect furnished to the satisfaction of said Board. 

E. K. 

The following is a common method of wording this clause, 

which defines the contractor's responsibility without referring 

to suits at law : 

The contractor shall put up and maintain such barriers and 
red lights as will effectually prevent any accident in conse- 
quence of his work, for which the city might be liable, and he 
shall be liable for all damages occasioned in any way by his 
acts or neglect, or that of his agents, employees, or workmen. 

E. A. F. 

93. Protection against Claims for the Use of 

Patents. When it is anticipated that patented appliances or 
methods may be used either by the contractor in prosecuting 
the work, or as forming a part of the completed work itself, in 
order that the party authorizing the work may be able to col- 
lect from the contractor such fees as he may be forced to pay 
therefor, a special clause in the specifications may be written 
to cover this case. This clause may be as follows: 

All fees for any patented invention, article or arrange- 
ments that may be used upon or in any manner connected with 



108 GENEKAL SPECIFICATIONS. 

the construction, erection, or maintenance of the work, or any 
part thereof embraced in these specifications, shall be included 
in the price mentioned in the contract, and the contractor shall 
protect and hold harmless the party of the first part against any 
and all demands for such fees or claims, and before the final 
payment or settlement is made on account of the contract, the 
contractor must furnish acceptable proof of a proper and satis- 
factory release from all such claims. 

E. A. F. 

94. Assignment of the Contract.* If it is the 

intention of the party letting the work that the person or persons 
who take the contract shall perform the work themselves, 
without subletting it, it is necessary to prescribe that this shall 
be done in order to insure that it may not be sublet. One 
great objection to the subletting of contracts is that the sub- 
contractor can not be held directly by the principal, since 
these two have not entered into contract. The principal can 
only hold the oiiginal contractor, and all dealings with the sub- 
contractor must be through him. This gives rise to delays and 
unsatisfactory performance, and is usually prohibited by the 
specifications. The following form is adequate to this pur- 
pose : 

Said contractor further agrees that he will give personal 
attention constantly to the faithful prosecution of the work, and 
will not assign or sublet the work or any part thereof, or any of 
the moneys or orders payable under the contract, without the 
previous written consent of said board endorsed on this con- 
tract, but will keep the same under his personal control ; that 
no right under this contract, nor to any moneys or orders due 
or to become due hereunder, sh'all be asserted against said city 
or board, or any department, officer, or officers thereof, by 
reason of any so-called assignment, in law or equity, of this 
contract, or any part thereof, or of any moneys or orders paya- 
ble thereunder, unless such assignment shall have been author- 
ized by the written consent of said board endorsed on this 
contract; that no person other than said contractor now has any 
claim thereunder, and that no claim shall be made excepting 
under this specific clause of this contract, and under that clause 
relating to claim of workmen and materialmen. E. K. 

95. Contractor not Released by Subcontracts. 
When it is anticipated that a portion at least of the work 

• See Article 30. 



THE GENERAL CLAUSES IN SPECIFICATIONS. 109 

will be sublet to other contractors, and when in the nature of 
things this is advisable, it may be specified that such subletting 
of all or of any portion of the work in no wise releases the con- 
tractor from full and faithful performance. The following 
specification would then hold : 

No subcontract shall under any circumstances relieve the 
contractor of his liabilities and obligations under his contract; 
should any subcontractor fail to perform the work undertaken 
by him in a satisfactory manner, and should this provision be 
violated, the party of the first part may at their option end and 
terminate such contract. E. A. F. 

96. Abandonment of Contract. In most large engi- 
neering contracts it is wise to provide for the emergency of 
abandonment. This term is here used to include not only 
deliberate and acknowledged abandonment of the work on the 
part of the contractor, but also such violations of the contract, 
either in the letter or in the spirit, or such unnecessary delay in 
its execution as may be construed as a virtual abandonment of 
the contract, so far as its express fulfillment is concerned. In 
such cases it may become necessary or desirable to take the work 
out of the hands of the contractor altogether, and to hire the 
necessary labor and purchase the necessary material, and com- 
plete the work under the direct superintendence of the engi- 
neer, charging all such items of expense against the contractor, 
and providing for the payment of the same, even though they 
should exceed all moneys due the contractor on the completion 
of the work. While the common law would warrant the party 
paying for the work in assuming the control of it, and charging 
the cost of the same against the contractor, in case of his 
express and acknowledged abandonment, it would not authorize 
the engineer in assuming control of the work because of delay 
or other violations of the terms of the contract, A provision 
such as the following may therefore be inserted : 

Said contractor further agrees that if the* work to be done 
under this contract shall be abandoned, or if this contract shall 
be sublet or assigned by said contractor, or any of the moneys 



110 GENEKAL SPECIFICATIONS. 

or orders payable thereunder shall be assigned, otherwise than 
as herein provided, or if at any time said chief engineer shall 
be of the opinion, and shall so certify in writing to said board, 
that the said work is unnecessarily or unreasonably delayed, or 
that said contractor is willfully violating any of the terms, cove- 
nants and agreements of this contract, or is not executing this 
contract in good faith, or is not making such progress in the 
execution of said work as to indicate its completion within the 
required time, said board shall have the power and right to 
notify said contractor to discontinue all work or any part thereof 
under this contract, and upon such notification said contractor 
shall discontinue said work, or such parts thereof as said board 
may designate; and said board shall thereupon have the power 
to employ by contract, or otherwise, and in such manner and at 
such prices as it may determine, any persons and obtain any 
animals, carts, w^agons, appliances, implements, tools, and 
other means of construction, which it may deem necessary to 
work at and be used to complete the work herein described, or 
such part thereof as said board may have designated; also, the 
power to use such appliances, implements, tools, and m^iterials 
and means of construction of every description as may be found 
upon the line of said work, both such as enter into the com- 
pleted work, and- such as are necessarily used in and about the 
same in the course of construction, and to procure other proper 
materials for the completion of the same ; also to charge the 
expense of all of said labor, materials, animals, carts, wagons, 
appliances, implements, tools and means of construction to said 
contractor ; and the expense so charged shall be deducted and 
paid by said board out of such moneys as may be due or 
become due at any time thereafter, to said contractor under this 
contract, or any part thereof. In case such expense is less than 
the sum which would have been payable under this contract if 
the same had been completed by said contractor, it is agreed 
that said contractor shall be entitled to receive the difference ; 
and in case such expense shall exceed the sum which would 
have been payable under this contract if the same had been 
completed by said contractor, then said contractor shall pay 
the amount of such excess to said city, on notice from said 
board of the excess so due. It is further agreed that neither an 
extension of time, for any reason, beyond that fixed herein for 
the completion of the work ; nor the performance and the accept- 
ance of any part of the work called for by this contract, shall be 
deemed to be a waiver by said city of the right to assume con- 
trol of this contract for the reasons and in the manner hereinbe- 
fore provided. E. K. 

97. Cancellation of Contract for Default of Con- 
tractor. In the previous case it was provided that under cer- 



THE GENERAL CLAUSES IN SPECIFICATIONS. Ill 

tain contingencies the party of the first part would be warranted 
in assuming entire control of the work, and completing it under 
the contract, and for the contractor. His agency in the matter 
being displaced by that of the engineer, because either of 
gross violation of the contract, or for incompetency or unwill- 
ingness to carry it out. That clause provided, therefore, that 
the engineer should under such contingencies be appointed to 
carry out the contract with the party of the second part, in his 
stead, the contract itself, however, still remaining in force, and 
the final settlement to be made in 'accordance with its terms. 

For a similar set of contingencies as above described, the 
party of the first part may prefer to cancel the contract alto- 
gether, and instead of completing the work under the super- 
vision of the engineer, he may prefer to let a new contract for 
the carrying on of the work. To do this, the contract itself 
must be rescinded or canceled, and in order to give the party 
of the first part the legal authority for doing this, a clause such 
as the following may be inserted. Here all moneys due upon 
the contract at the time the contract is canceled will be for- 
feited to the first party. See*article 49. 

In lieu of the exercise of the power hereinbefore given, in 
case of said contractor's default, to employ workmen, pur- 
chase tools and materials, and complete the work, said board 
reserves the right and option, instead thereof, to annul and can- 
cel this contract and relet the work, or any part thereof, and 
said contractor shall not be entitled to any claim for damages 
on account of such annulment, nor shall such annulment affect 
the right of said city to recover damages which may arise from 
such failure on the part of said contractor to fulfill the terms of • 
this contract. And in case of such annulment all moneys due 
said contractor, or retained under the terms of this contract, 
shall be forfeited to said city, and be paid to the credit of the 
fund for extending water pipe in said city ; but such foi-feiture 
shall, however, not release said contractor, or his sureties for 
the fulfillment of this contract, and said contractor and his 
sureties shall be credited with the amount of the moneys so 
forfeited toward any greater sum that they may become liable 
for to said city on account of the default of said contractor. 

E. K. 



112 GENERAL SPECIFICATIONS. 

98. Workmen's Quarters and Other Temporary 
Buildings. It is usually necessary for the contractor to erect 
temporary buildings for the protection of his tools and machin- 
ery, or for office purposes, and sometimes, when the work is at 
a distance from boarding house facilities, it is necessary for 
him to provide temporary quarters for his labor. The location, 
erection, and removal of such temporary structures should also 
be subject to the approval of the engineer in charge. If tem- 
porary quarters for workmen are not really necessary, it is best 
to prohibit them, at least to prohibit their erection on the prop- 
erty belonging to the party of the first part. The following is 
an example of such a clause : 

The contractor may build such sheds, storehouses, etc., 
as are necessary for the work, but the location of such sheds, 
etc., must be such as will not interfere with the work of other 
contractors, and must be approved by the water commissioner. 
No buildings, sheds, or tents to be used as quarters for work- 
men or teams will be allowed on the city property.* 

M. L. H. 

99. Cleaning up after Completion. In nearly all 

kinds of engineering construction the grounds surrounding or 
along the line of the work are necessarily more or less defaced 
and encumbered by various disturbances of the surface, or by 
refuse and waste material^ temporary buildings, etc., and it is 
usually made the business of the contractor on the completion 
of the work to clear up the grounds, and to put them in as pre- 
sentable a condition as practicable. This does not involve any 
grading or removal of earth, unless it be the excess or waste 
which remains on the natural surface from his own excavations. 
It does, however, include the cleaning up of his own work, 
whether it be buildings, foundations, masonry, conduits, pits, 
etc. The following is such a clause written to cover the case 
of waterworks engine pits : 

When the work is completed, all pits, pipes, chambers, 
conduits, etc., shall be carefully cleaned out. The surround- 

* To which might be added the following: Suitable privy conveniences shall he 
erected, as directed by the engineer, for the use of the workmen, and their use is made 
obligatory. The committing of nuisances is prohibited on all parts of the premises. 



THE GENERAL CLAUSES IN SPECIFICATIONS. 113 

ing g^rounds shall be cleared of all rubbish caused by construc- 
tion, all sheds, etc., and left in a neat and presentable condi- 
tion. M. L. H. 

100. Removal of Condemned Material. When- 
ever any material which has been brought upon the ground by 
the contrfictor has been inspected and rejected by the engineer, 
or his assistants, it should at once be removed from the line of 
the work, in order to prevent its use when the engineer or his 
inspectors are not present. To further insure against the use 
of condemned material by the contractor, it is sometimes 
specified that all such material shall be stored by the contractor 
in a specified place, where it shall be kept under lock and key, 
and under the control of the engineer only. In case the con- 
tractor declines to remove such material from the line of the 
work, or declines to take out any defective work, there should 
be a provision authorizing the engineer to do this at the con- 
tractor's expense. The following clause may be used: 

Defective work and material may be condemned by the 
engineer at any time before the final acceptance of the work,, 
and when such work has been condemned it shall be imme- 
diately taken down by the contractor, and rebuilt in accordance 
with the plans and specifications. When defective materia^ 
has been condemned, it shall be at once removed from the line. 
of the work, and stored as directed by the engineer, or other^ 
wise disposed of to his satisfaction. In case the contractor 
shall neglect or refuse to remove or replace any rejected work 
or material after a written notice, within the time designated 
by the engineer, such work or material shall be removed or 
replaced by the engineer at the contractor's expense. 

M. L. H. 

101. Relations to Other Contractors. Where more 
than one contractor is expected to be engaged simultaneously 
upon the same work, it is well to insert a clause in the specifi- 
cations defining the obligation of each of these contractors to 
the others in certain particulars as follows: 

The contractor is required so far as possible to so arrange 
his work and to so dispose of his materials as will not interfere 
with the work or storage of materials of other contractors 

8 



114 GENERAL SPECIFICATIONS. 

engaged upon the work. He is also required to join his work 
to that of others in a proper manner, and in accordance with 
the spirit of the plans and specifications, and to perform his 
work in the proper sequence in relation to that of other con- 
tractors, and as may be directed by the engineer. 

M. L. H. 

102. Provision for Drainage. Where the natural 
surface drainage is likely to be interfered with by the work of 
the contractor, it may be specified that he shall maintain pro- 
vision for such surface drainage during the progress of the 
work, and that he will be held liable for all damages from his 
neglect to comply with this provision. The clause may read as 
follows : 

If it is necessary in the prosecution of the work to inter- 
rupt or obstruct the natural drainage of the surface, or the flow 
of artificial drains, the contractor shall provide for the same 
during the progress of the work in such a way that no damage 
shall result to either public or private interests. For any 
neglect to so provide for either natural or artificial drainage 
which he may have interrupted, he shall be held liable for all 
damages which may result therefrom during the progress of the 
work. 

103. Provision for Public Traffic. If it becomes 

necessary in the prosecution of the work to obstruct the public 

streets or sidewalks, and if it is practicable to carry on the 

work without closing these streets against all traflic it should be 

specified that 

The contractor shall make suitable and adequate provi- 
sion for the safe and free passage of persons and vehicles by, 
over, or under the work, while in progress. Such provision to 
be made to the satisfaction of the engineer. 

E. A. F. 

104. Contractor to Keep Foreman or Head 
Workman, and also Copy of Plans and Specifications 
on the Ground. Whenever work is visited by the engineer 
or his assistants or inspectors, the plans and specifications 
should be available for examination and if instructions are to 
be given for the further prosecution of the work or for any 
changes or corrections, some responsible person should always 



i 



THE GENERAL CLAUSES IN SPECIFICATIONS. 115 

be present who is authorized to receive such instructions for the 
contractor, as his agent. In this case the instructions given to 
this agent have all the legal force which they would have if 
given directly to the contractor. This clause may read as fol- 
lows: 

At all times when work is in progress, there shall be a 
foreman or head workman on the grounds, and also copies of 
the plans and specifications. Instructions given to such fore- 
man or head workman shall be considered as having been 
given to the contractor. 

E. A. F. 

105. Cost of Examination of Completed Work. 
Whenever the engineer desires to examine work which has been 
completed in whole or in part, this examination involving the 
tearing down of some portion of the work, and a corresponding 
expense both in taking down and in reconstructing it, it is only 
fair to provide that in case the work should be found to have 
been performed in accordance with the contract, the cost of 
tearing down and rebuilding should be paid by the party of the 
first part ; but if it should be found that the work had not been 
constructed according to the contract, this cost should fall upon 
the contractor. The following is such a clause : 

Whenever required by the water commissioner, the con- 
tractor shall furnish all tools and labor necessary to make an 
examination of any work completed or in progress under this 
contract. If the work so examined is found to be defective in 
any respect, or not in accordance with this contract and specifi- 
cations, the contractor shall bear all expenses of such examina- 
tion and of satisfactory reconstruction. 

If the work so examined is found to be in accordance with 
the specifications and contract, the expense of examination and 
reconstruction will be estimated to the contractor at a fair price 
to be determined by the water commissioner. 

M. L. H. 

106. Faults to be Corrected at any Time before 

Final Acceptance. It should usually be understood between 
the parties that no act of the engineer or of the inspectors should 
be construed as final acceptance of any portion of the work, 
unless it is specifically so declared in writing by the engineer. 



116 GENERAL SPECIFICATIONS. 

Also that any failure to detect faulty or incomplete perform- 
ance before the time of final acceptance should not be con- 
strued as an acceptance of the work. After the final accept- 
ance by the engineer, the contract is no longer binding on the 
contractor in the way of requiring specific performance, but a 
reservation may be entered in the contract in accordance with 
which, if any defect or fault should subsequently appear which 
was undetected before the time of final acceptance, the party 
of the first part should have the right to recover damages for 
such fault or defect. A clause to this latter effect is not usu- 
ally inserted, but it is legitimate if the circumstances should 
seem to require it. The circumstances might require it when 
the work is of such a character that faults could not readily be 
detected until the works had been put in. operation. The fol- 
lowing is an example of such a combined clause : 

Failure or neglect on the part of the engineer or any of 
his authorized agents to condemn or reject bad or inferior work 
or materials, shall not be construed to imply an acceptance of 
such work or materials if it becomes evident at any time prior 
to the final acceptance of the work and release of the contrac- 
tor by the party of the first part ; neither shall it be construed 
as barring the party of the first part, at any subsequent time, 
from the recovery of damages or of such a sum of money as 
may be needed to build anew all portions of the work in which 
fraud was practiced or improper material hidden, whenever 
found. 

107. Surveys, Measurements, and Estimates of 
Quantities not Guaranteed to be Correct. It is not 

usually possible to give in advance complete measurements, 
dimensions, and estimates for all parts of the work. Especially 
is this true of the more detailed dimensions. It should always 
be understood, therefore, that the contractor must be responsi- 
ble for the proper adjustment of the dimensions and details of 
the different parts of the work to each other and that the 
dimensions and figures given on the plans and specifications 
are always subject to changes during the progress of the work. 



THE GENERAL CLAUSES IN SPECIFICATIONS. 117 

The following clause refers especially to the construction of a 

steel viaduct:* 

Contractors are also required to check all leading dimen- 
sions and clearances as a whole and in detail, the fitting of all 
details, and to become responsible for the exact position and 
elevation of all parts of the work, which will only primarily be 
located by the engineer of the department of public parks. 
They will maintain their own field engineering, that of the city 
being for the purposes of original lay-out, inspection, and 
checking. The contractor must provide and maintain such 
facilities for the engineer or his assistants as he may require 
for the convenient examination and inspection of the work in 
progress. He will pay the cost of testing all material in labora- 
tories or shops, and the cost of such mill and shop inspection 
as he may be called upon to perform in addition to that fur- 
nished by the engineer, the selection of such laboratory or 
inspectors being dictated by the engineer, to whom they will 
report. He will furnish such monthly progress photographs as 
may be required to maintain the record. A. P. B. 

108. The Contract Subject to Interpretation and 
Change by the Engineer in the Following Particu- 
lars:! 

(«) Where meaning is obscure and uncertain. 

(<5) As to what is implied beyond that which is specific- 
ally described. 

(c) In case of discrepancies between plans and specifica- 
tions. 

(fl?) In case changes of plans or methods of work are 
afterwards decided upon. 

Since the engineer is the author of the specifications, he 
evidently is the proper party to interpret their meaning. It 
goes without saying that the specifications and plans should be 
as clear and definite as possible in all particulars, but it is 
quite impossible to free language from many inherent defects, 
neither is it practicable to describe minutely and in detail all 

*In this case both foundations and superstructure formed one contract. If the 
owner should prepare the foundations he must guarantee his surveys and locations to 
be as shown on the drawings, or as described in the specifications. In this case pro- 
vision must also be made for a comparison of the standards of length used by the 
owner and by the contractor. 

t See Arts. 32, 33, 34, 38 and 39. 



118 ENGINEERING SPECIFICATIONS. 

parts of the work. There will, therefore, usually be some 
uncertainty as to the real meaning of the words used in the 
specifications, or even of the drawings themselves, and many 
of the details of the work must be understood by implication, 
rather than described in either the specifications or the plans. 

Occasionally also by some oversight the plans and specifi- 
cations will not agree. This usually results from changes of 
plan after one or the other has been drawn, such changes being 
made in the one place and not in the other. As a rule the 
specifications control, rather than the plans, and the figures on 
the plans control, rather than the actual dimensions of the 
drawings when taken to scale. The engineer should, however, 
be at liberty to determine what the real meaning was intended 
to be in all cases of discrepancies. 

Very few contracts for large works are carried out from 
beginning to completion without changes being introduced in 
both the plans and in the specifications during the progress of 
the work. These changes may arise from a newly devised 
method or plan which may be considered superior, or from 
unlooked for obstacles met with in the work, or from sugges- 
tions on the part of the contractor himself. They also are 
frequently made in order to reduce the cost of the work, and 
on the other hand are sometimes made in order to improve its 
character. It should be understood, therefore, that the engineer 
has the privilege of making such changes in the plans and 
specifications at any time. 

So far as the engineer may add to the plans or specifica- 
tions by way of interpretation of their true meaning, as in («) 
and (3), such supplementary and explanatory matter should 
not involve any change in the contract price. 

In the matter of discrepancies, however, between plans 
and specifications, if the contractor can show that he based his 
estimate on one of these to the exclusion of the other, and when 
interpreted by the engineer, he finds he had estimated on a plan 



THE GENERAL CLAUSES IN SPECIFICATIONS. 119 

materially cheaper than that now required, it would be but just 
and right to allow him the difference in the cost, since he had 
the right to suppose that the plans and specifications were in 
accord. 

When changes are introduced in the plans or specifica- 
tions after the contract is let, such changes create a new con- 
tract, and as a matter of course there must be a new agreement 
as to compensation. Without a special clause authorizing such 
changes neither party could change the terms of the contract 
against the will of the other without breaking it. Furthermore 
without some understanding as to how the compensation should 
be determined for such change in plans or specifications, the 
party of the first part would be at the mercy of the contractor 
in this matter, and he could charge an extravagant price for 
such changes, and there would be no remedy. The following 
is a suitable clause, covering all these matters: 

Said contractor also agrees that said chief engineer shall 
decide as to the meaning and intent of any portion of the fore- 
going specifications, or of the plans, where the same may be 
found obscure or in dispute ; and said chief engineer shall have 
the right to correct any errors or omissions therein, when such 
corrections are necessary to the proper fulfillment of the inten- 
tion of said plans and specifications ; the action of such cor- 
rection to date from the time said chief engineer gives due 
notice thereof. And it is also agreed by said contractor that 
said board may, at any time, make any changes in the location, 
form, dimensions, grades, and alignments, and may make any 
variations in the quantity of the work to be done, as exhibited 
in the advertisement or notice of letting hereto attached, or in 
the form of proposal or bid for said work, and may entirely 
exclude any of the items of work relating to said quantities at 
any time, either before the commencement of the work, or 
during its progress, without thereby altering or invalidating 
any of the prices herein named, or this contract in any other 
respect; should such action diminish the amount of work that 
would otherwise be done, no claim shall be made for damages 
on the ground of loss of anticipated profits on work so dis- 
pensed with ; and should such action be taken after the com- 
mencement of any particular piece of work, and result thereby 
in extra cost to said contractor, said chief engineer shall certify 
to said board the amount to be allowed therefor, which he shall 



120 ENGINEERING SPECIFICATIONS. 

consider fair and equitable, as between the parties, and his 
decision, when approved by said board,* shall be final and 
conclusive. E. K. 

109. Settlement of Disputes.! While the contract 

lies between the pr.rty paying for the work, being the party of 
the first part, and the contractor who does the work, being the 
party of the second part, the contract itself is administered and 
enforced by the engineer, who is usually employed by the party 
of the first part. It is well understood also that the engineer 
is supposed to act always in a strictly professional and admin- 
istrative capacity, that he has no personal interest in favor of, 
or against either party, and that his sole object is to see that 
the contract is faithfully carried out in accordance with its 
express terms and real meaning. It is also recognized that he 
is the most competent person to determine all differences and 
disputes, where these arise between the parties to the contract, 
or between two or more contractors engaged upon the same 
work. It is proper and right, therefore, that he should be 
made the referee in all cases of dispute or misunderstanding, 
and that his position as arbitrator should be made final and 
conclusive in the premises. If it be expressly agreed upon 
between the parties themselves that the engineer shall act in 
this capacity, then his decision does become binding and final 
upon the parties, even to the exclusion of the action of the 
courts, unless it can be shown that the engnieer acted through 
prejudice, or ignorance, or fraud. As it is usually very diffi- 
cult to establish a case against the engineer on either of these 
grounds, a clause such as the following usually acts to settle all 
disputes and to keep such controversies out of the courts. 
Honesty and fairness is also so common a characteristic of 
engineers that a clause such as the following is nearly ahvays 
acceptable to both parties, and very seldom results in injustice 
being done to either party. 

♦This decision of the engineer is usually made final and conclusive without 
approval by his principal. 

•fSee articles 12 and 13. 



THE GENEEAL CLAUSES IN SPECIFICATIONS. 121 

To prevent all disputes and litigation, it is further agreed 
by and between the parties to this contract, that said chief 
engineer shall be the referee, in all cases, to determine the 
amount, quality, acceptability, and fitness of the several kinds 
of work which are to be paid for under this contract, and to 
decide upon all questions which may arise as to the fulfillment 
of said contract on the part of said contractor, and his decision 
and determination, when approved by said board* shall be 
final and conclusive. Said contractor shall also afford all 
reasonable facilities for access to his work to any other parties 
or contractors who may be doing extra work or be working on 
a section of the conduit adjacent to his own, and any difference 
which may arise between two contractors in regard to their 
adjoining work is to be adjusted by said chief engineer, whose 
decision in the matter shall be final and binding upon both par- 
ties.! E.K. 

110. Extra Work, t While all changes in plans and 
specifications have been provided for in section 51, it is well to 
insert a special clause on the subject of extra work. It is com- 
mon for contractors, on the completion of a piece of work, to 
bring in a bill of extras, which they claim represents work 
which they were asked to perform, and which was not included 
in the plans or specifications, and which was not specially pro- 
vided for by particular agreement with the engineer with the 
corresponding compensation to be paid for it. What the con- 
tractor's ideas or intentions may be on this subject does not 
usually develop until the work has been fully completed 
and the time of final settlement has arrived. In many instances 
it is then too late to determine the exact facts concerning this 
extra work, either because of the incompleteness of the records, 

* See footnote, page — . 

t In the opinion of the author of this work it is doubtful if a clause such as is here 
given will always stand in a court of law. The reader is referred on this subject to 
Arts. 12 and 13 in the Synopsis of the Law of Contracts. In accordance with the prin- 
ciples there laid down it would seem that the courts will only sustain such a clause as 
the above when it can be shown that the acts of the engineer taken under it have been 
such as a court could properly refer to an expert referee, or to a person presumablv 
more competent than the court to determine. In general such questions would be such 
as might be called " Conditions Prrcedenf^ to a legal settlement. Such "conditions 
precedent" would include all questions, such as the value of extra work, the amount of 
damages actually sustained from any breach of the contract, the extent of any failures 
to comply with the contract, and all matters which are not so much questions of fact as 
questions of quantitative and qualitative value, which can only be estimated, and which 
the engineer is presumably competent to evaluate. See also Art. 86. 

X See Articles 38 and 39. 



122 ENGINEERING SPECIFICATIONS. 

or because of the impracticability of making the necessary 
measurements. Such a bill of extras, therefore, brought in at 
the time of settlement is always the source of a certain amount 
of difficulty and irritation, and when the piece of work extends 
over a considerable length of time, such a contingency as above 
described should be prevented by requiring all such bills of 
extras to be presented from month to month. Furthermore, it 
is desirable also that the contractor should reveal to the engi- 
neer his intentions in regard to claims for extras, before such 
extra work is executed. In this case if he will not accept of the 
price fixed by the engineer for doing such viork the engineer 
should have the privilege of letting this extra work to another 
party. In this way extravagant prices for such work could be 
prevented, and disputes avoided, and the following is given as 
a good example of such a clause, on a piece of work which 
extended over a considerable period of time : 

No claim for extra work shall be considered or allowed, 
unless such extra work shall have been previously ordered by 
said engineer, in writing. The claims for such extra work, 
when so ordered, shall be presented to such board on or before 
the 15th day of the month following that in which said extra 
work was done, otherwise such claims during that month will 
be forfeited and waived. In case any extra work shall be 
required in the proper performance of the work contemplated 
to be done under this contract, it is understood that said board 
reserves the right to have such extra work done by any other 
person, firm, or corporation than the said contractor, unless an 
agreement upon the prices to be paid for such extra work can 
promptly be reached between said board and contractor. Should 
said extra work be let to any other person, firm, or corporation 
than said contractor, said contractor further agrees that he will 
not, in any way, interfere with, or molest such person, firm, or 
corporation, and that said contractor will suspend such part of 
the work herein specified, or will carry on the same in such a 
manner as he may be ordered by said engineer, so as to afford 
all reasonable facilities for doing such extra work; but said 
contractor agrees to make no claim for damages, or for any 
privileges or rights, other than expressed by this contract, by 
reason of the suspension and Ihe doing of such extra work, 
except for an extension of time to perform this contract, as may 
be certified to fiaid board in writing by said chief engineer, and 
approved by said board. E. K. 



THE GENERAL CLAUSES IN SPECIFICATIONS. 12 



o 



111. Pefinition of ^'Engineer" and "Contractor." 
While it is not at all necessary as a rule to define the terms 
^'Engineer," "Contractor," "Board," etc., it is usually well to 
insert such a definition, to prevent any legal quibble in case 
suit is brought by either of the parties to the contract. In this 
definition also the agency of pen^ons acting for either of the 
principals or for the engineer is also defined. 

Wherever the word "engineer" is used herein, it shall be 

and is mutually understood to refer to and to his properly 

authorized agents, limited by the particular duties entrusted to 
them. 

Wherever the word "contractor" is used herein, it shall be 
and is mutually understood to refer to the party or parties con- 
tracting to perform the work to be done under this contract, or 
the legal representatives of such party or parties. 

E. A. F. 

112. Documents Composing the Contract. While 
in common law all the documents, acts, agreements, public 
advertisements, etc., which relate to or serve to explain the full 
meaning and intent of the contract," are made portions of such 
contract, it is well also to specify particularly what docu- 
ments combine to make what is understood by the parties as 
"the contract." This clause is frequently inserted in the 
enacting agreement, which may or may not precede the speci- 
fications proper. It is here inserted as a clause in the specifi- 
cations, but perhaps more properly belongs in what is sometimes 
designated more specifically as "the contract." The clause 
may read as follows : 

It is understood by the contracting parties that the follow- 
ing documents are essential portions of the complete contract: 
The advertisement, the instructions to bidders, the proposal, all 
drawings, maps, and plans, hereto attached or herein described, 
the specifications, specific contract, and the contractor's bond. 

113. Meaning Understood. It is not unusual for 

contractors to enter a plea, either during construction or on 
final seitlement, that such and such parts of the specifications 
were not understood, and that their bids were made under a 



124 ENGINEERING SPECIFICATIONS. 

misapprehension. To prevent the making of such a claim the 
following may be inserted: 

Said contractor hereby admits that he has read each and 
every clause in this contract, and fully understands the mean- 
ing of the same, and hereby agrees that he will comply with 
all the terms, covenants and agreements herein set forth. 

E. K. 

114. The Use of G-eneral Clauses in Engineering 
Specifications. While the general clauses here described 
with illustrative examples may appear to the reader unneces- 
sarily voluminous, their purpose and effect is to clearly define 
the business relations of the parties, and to prevent injustice 
being done to either party. They are also calculated to prevent 
litigation and delay in the final settlement, and if they are able^ 
to effect these ends they are well worth inserting, even where 
the work to be done is relatively small, and unimportant. The 
engineer should be careful, however, that all such clauses are 
consistent as betv^een themselves, and it is best also to make 
them mutually exclusive. In other words, the same thing 
should not be described or defined in more than one clause, as 
repetitions only weaken the document. Furthermore, no con- 
dition or limitation should be iitserted -without a full intention 
of strict compliance. If the engineer begins to relax in his 
requirements in one particular, the contractor will not be slow 
to take advantage of such precedents, and to claim similar 
privileges in other directions. If the engineer could know in 
advance who the contractor was to be, many of the clauses here 
offered might be dispensed with, in case the contractor was 
known to be thoroughly honest and competent. The specifi- 
cations are prepared in advance, however, and it is wise to 
assume that the contractor will be a more or less irresponsible 
party, without reputation to sustain, and whose sole object is 
personal gain. It must also be understood that the clauses 
here given are offered only as illustrative examples, and not to 
be blindly copied. The engineer in writing the specifications 



THE GENERAL CLAUSES IN SPECIFICATIONS. 125 

should have clearly in mind what the business relations are 
intended to be, and make his general clauses consistent with 
that conception. He could probably consult other specifica- 
tions, or the clauses as given above, as suggestions and to 
enable him to avoid omitting some essential condition which he 
wishes to insert. It is believed, by the author, that the clauses 
here quoted have the support of the leading members of the 
profession in this country, and that they are well adapted to 
determine the conditions which the engineers who use them 
desired to impose. It must not be supposed, however, that all 
these general clauses would ever be eaibodied in any one 
specification. 



PART III. 

Specific Descriptive or Technical Clauses 
in Specifications. 

115. Essential Features of Good Specifications. 

We now come to consider that portion of any given set of 
specifications which relates to and describes the work itself. 
In writing specifications of this kind, the following require- 
ments should be complied with: 

(«) The work should be described first as a whole, and 
then in detail. 

(3) Every portion and detail of the work should be 
described in clear and simple language which will be under- 
stood by the contractors who are supposed to bid on the work. 
These descriptions should have reference to the ultimate end to 
be accomplished rather than to the means and methods to be 
employed. It is usually not wise to specify methods unless in 
the opinion of the engineer some particular method is far 
preferable to any other. 

(c) The clauses in the specifications should be made so 
far as possible mutually exclusive. That is to say, no part of 
the work should be specifically described in more than one 
place. Repetition of descriptions tends to weaken the docu- 
ment. 

(fl?) The specifications should be clear in the matter of 

indicating what is absolutely required without any alternative, 

and what is named as indicating in general the character of the 

product, and in which alternative materials, methods, or results 

will be allowed. If the engineer anticipates that some clauses 

126 



TECHNICAL CLAUSES IN SPECIFICATIONS. 127 

in the specifications are to be rigidly insisted upon, while others 
will not be specifically, enforced, this intention or state of mind 
of the engineer should be revealed in the specifications them- 
selves. In other words, the contractor should know in advance 
how the specifications are to be interpreted, so far as it is pos- 
sible to give this information in the specifications themselves. 

(tf) The last named requirement demands that the engi- 
r^eer should be so familiar with all the details of the work 
described, from actual experience, that he is able to know in 
advance what his decision will be in the various contingencies 
which may arise during the progress of the work. His fore- 
sight in this particular must be complete and distinct, which 
can only be the case when the engineer who writes the specifi- 
cations has had considerable experience in carrying out practi- 
cally the same kind of work. 

(y) In choosing units of measure, in describing the work, 
to be used for determining compensation, only specific and 
definite units should be chosen, or they should be so defined 
as to admit of no double meaning. For instance, to say that 
mortar shall be composed of one part cement to two parts of 
sand comes very far from defining a particular ratio of ingre- 
dients. If the words "by weight" be added, it still fails to 
define, inasmuch as wet sand is much heavier than dry; or if 
the words "by measure" be used, this also fails to define, since 
cement may be measured in the original package, where it is 
thoroughly compacted, or it may be dumped and measured in 
a fluffy condition, in which it occupies some 50 per cent, more 
volume. 

(^) The engineer should be familiar with the ordinary 
methods employed by different kinds of mechanics and should 
so design his work as to obtain satisfactory results without 
requiring a much higher grade of work than is customary by 
the mechanics who will be called upon to execute it. It is 
practically impossible with the most thorough supervision and 



128 ENGINEERING SPECIFICATIONS. 

inspection to get mechanics to vary their ordinary practice 
materially. The failure to recognize this fact often leads 
engineers to specify methods or results which are practically 
unattainable, and this leads either to continual violation of the 
specifications and its accompanying irritations and delays, or to 
an abandonment on the part of the engineer of the strict inter- 
pretation of his own specifications. 

(^) In the matter of materials it is customary to specify 
not the very highest and best the market affords, but such a 
grade of material as would be satisfactory in service, and which 
can be supplied by the standard manufacturers of that partic- 
ular product. In this way the engineer gets the benefit of a 
wide competition, and of a correspondingly low price. The 
minimum requirements for materials which serves as a criterion 
of rejection determines very largely the cost of the work. If, 
therefore, the engineer in preparing his design bases his calcu- 
lations upon what might be commonly known as good or first- 
class materials, with a minimum limit fairly below this generally 
recognized first-class grade, he will usually obtain a material 
practically as good as the market affords, w^ithout being 
obliged to pay an extravagant price for it, and without suffer- 
ing from the delays and troubles caused by the rejection of a 
large proportion of the material furnished. To base a contract 
on the very highest tests known of a given material, and to 
require this extraordinary quality for all the material furnished 
is extremely unwise. 

(i) If possible to avoid it, it is best not to specify a par- 
ticular manufactured product or proprietary article by name. 
If this is done at all, more than one such name should be given 
if possible, and others admitted if shown to be as good as these 
to the satisfaction of the engineer. To limit the materials or 
articles specified to that of a single manufacturer subjects the 
engineer to invidious criticism and suspicion, and it is always 
wise to avoid even the appearance of evil. 



i 



TECHNICAL CLAUSES IN SPECIFICATIONS. 129 

(/) It is not uncommon to specify that the materials fur- 
nished shall be of well known brands, or the products of 
factories or works of established reputation. Similarly it is 
sometimes specified that the contractor himself must show a 
familiarity with the work he proposes to perform. Also in the 
matter of stone, for instance, that it shall be taken from quar- 
ries which have been in long use, the stone from which by 
actual use is known to have good weathering qualities. 

(/&) Before writing the specification, the engineer must 
also have a clearly defined notion as to the amount of respon- 
sibility which is to be placed upon the contractor. If the engi- 
neer prescribes the plan, the materials, and the methods to be 
employed, he, of course, assumes all responsibility so far as 
these are concerned, and he can not in justice make the con- 
tractor responsible for his own faults. He should always be 
ready and willing to take upon himself such responsibilities 
pertaining to the design as properly belong to tlie designer. 
For instance, if the contractor is held responsible for the 
results, he must be given a considerable latitude as to methods, 
and if the engineer prescribes the plan, the materials, and all 
the methods to be employed, he can not hold the contractor for 
the results, or for the successful operation of the project, beyond 
the simple faithful performance of the work prescribed. In 
general the entire responsibility for the successful operation of 
the work should rest upon the engineer. It is only in case of 
extra-hazardous undertakings, which are largely of the nature 
of an experiment, in which no well defined plan is outlined, 
that the contractor is left comparatively free both as to plan 
and execution.- It is only inf such cases that the engineer is 
warranted in relieving himself of all responsibility, and placing 
the same wholly upon the contractor. There are cases in 
which contractors have, by experience, acquired peculiar 
ability to perform certain kinds of hazardous work, and who 
are willing to undertake the same under a guarantee of sue- 



130 ENGINEERING SPECIFICATIONS. 

cessful execution, under which circumstances, any engineer, 
even of high repute in his profession, would be warranted in 
letting a contract and putting the entire responsibility upon the 
contractor. 

(/) A strong reason for enforcing specifications literally 
and rigidly, instead of accepting some other material or method 
which possibly may be "just as good"" is to be found in the 
relation the engineer and owner hold to other contractors who 
bid upon the work. It is to be presumed that these other 
parties have based their estimates on a strict compliance with 
the specifications, and it is possible that the lowest bidder has 
presumed on his being able to substitute cheaper materials or 
methods for those specified. If he is allowed to do this after 
the contract is let, it is evident that the other bidders have been 
discriminated against to their disadvantage and under a species 
of fraud, which should not receive the encouragement of either 
the engineer or of the owner. It is difficult, therefore, to see 
how a cheaper grade of work can properly be accepted in lieu 
of that specified, even though it be "just as good," without 
encouraging this practice of presuming upon a cheaper fulfill- 
ment, and also without treating the other bidders unfairly. 
Other things being equal, therefore, it is best to rigidly enforce 
a contract, even though a cheaper material or method might, 
in the opinion of the engineer, be employed with equally good 
results. Or, if a cheaper compliance is allowed, a correspond- 
ing reduction in price should be insisted upon. 

The above are some of the numerous controlling ideas 
which the engineer should have clearly in mind in the writing 
of a set of engineering specifications. He must know in the 
first place exactly what he wants, and then try to so describe it 
that others can not mistake his meaning. The general and 
detail plans are usually made before the specifications are 
written, and the engineer has these before him in writing the 
specifications, and makes liberal reference to them. Since 



TECHNICAL CLAUSES IN SPECIFICATIONS. 131 

they are also a part of the specifications, he has the advantage 
of a double language in whTch to present his ideas, and, if he 
does not succeed in making clear to the proposed contractors 
exactly what is to be done, he should feel that he alone is to 
blame for any misunderstanding. 

116. Specifications Accompanying Complete 
Detail Plans. As described in article 17, we have in general 
three classes of engineering specifications, describing the work 
itself, namely: 

Specifications accompanying complete detail plans. 

Specifications accompanying a general plan only. 

Sp.ecifications unaccompanied by any plan, and commonly 
known as General Specifications. 

When the specifications are accompanied by complete 
detail plans, these plans are prepared before the specifications 
are drawn, and in this case the specific descriptive specifica- 
tions are largely composed of descriptions of the materials to 
be used, the methods of manufacture and erection, and of the 
results to be accomplished, or of the tests to which the finished 
product is to be subjected. Such complete detail plans are 
always necessary when a particular and definite plan is to be 
carried out. When the work is to be let in open competition, 
and to the lowest bidder it is also usually best to prepare com- 
plete detail plans in order to insure that the bidders will all 
estimate on exactly the same thing, and further, to insure that 
the final product will be satisfactory. In this case the detail 
plans must be duplicated by some of the various methods of 
copying drawings, and in very large and important work 
frequently by photo-lithographing, and these copies of the 
plans submitted along with the specifications to the various 
parties wishing to bid upon the work. If the bidders are 
expected to be those residing in the immediate vicinity, it is 
not so necessary to duplicate these drawings, all the bidders 
being asked to examine the drawings in the office of the 



132 ENGINEERING SPECIFICATIONS. 

engineer. In this case the drawings usually are self-explana- 
tory even to the extent of indicating the materials to be used, 
so that the written specifications need not describe the work as 
to its form and dimensions, but are only descriptive of the 
work in a general way. 

117. Specifications Accompanying a General 

Plan Only. In this case the bidder is asked to submit detail 
plans for the work in submitting his bid, the specifications 
being so framed, however, as to reduce all designs which fully 
comply with these requirements to a common standard of 
value. To accomplish this purpose the engineer must be able 
to foresee practically all the various designs which may be 
submitted, and to anticipate all the advantages in economy 
which are likely to control the preparation of these designs, 
and to make such requirements in the specifications as, when 
complied with, will in his opinion give products of equal effi- 
ciency, capacity, and permanency. In this way the engineer 
gets the advantage of the experience ^nd of the inventive genius 
of all the persons bidding upon the work, with the chance 
that he may secure a better design than he himself would 
have been able to prepare, and also one which may cost mate- 
rially less than his own design. As an illustration of this 
kind of specification, we may have a bridge or roof truss of a 
particular general design, the outline drawing showing simply 
the general dimensions, and the location of the members, this 
fixing the general style of truss, which for some particular 
reason the engineer wishes complied with. The contractor is 
then asked to build a truss on these general lines in compli- 
ance with the accompanying written specifications. 

118. Specifications Unaccompanied by Plans^ 
Known Commonly as General Specifications. In 
this case no plans whatever are submitted, but only the most 
general requirements to be satisfied. As, for instance, in the 
case of a bridge, the total span, the loads to be carried, the 



ILLUSTRATIVE SPECIFICATIONS, ETC. 133 

character of the stream to be bridged (this determining 
the character of false works required, and often determining 
the character of the superstructure itself), the kinds of 
materials to be used in its construction, the maximum imit 
stress allowed in the various parts, etc. Or if the contract is 
for machinery, the specifications may define the amount and 
kind of work to be done, which fixes the capacity of the 
apparatus. They would also define the efficiency or economy 
of operation of the plant, and make various requirements in 
regard to the material used, and methods of construction which 
would be supposed to govern its permanency. In this case, as 
in the one preceding, the engiueer must have constantly in 
mind in writing the specifications the possibility of complying 
with them with some kind of cheap product which, while 
fulfilling the letter of the requirements of the specifications, 
would not be at all what he hopes to obtain, or what would be 
consistent with the more standard forms of construction. 



ILLUSTRATIVE SPECIFICATIONS OP VARIOUS 
ELEMENTARY PORTIONS OF ENGI- 
NEERING WORK. 

119. Scope and Purpose. It is proposed in the fol- 
lowing articles to give illustrative examples of what is consid- 
ered good practice in describing many of the more common 
elements of engineering construction. The practice pursued 
in discussing the general clauses in engineering specifications, 
of first considering the purpose of the clause, and then giving 
an illustrative example, will be followed here. Frequently, 
however, more than one illustration will be given, and the 
sources from which they are obtained will also be indicated. 
It is thought this arrangement will serve a better purpose than 



134 ENGINEERING SPECIFICATIONS. 

to give a series of complete specifications of various kinds of 
engineering work, without a detailed discussion of the several 
clauses. By the arrangement here used duplication of parts is 
avoided, and the reasons for the particular descriptions can be 
given in their proper connection. These reasons will perhaps 
be more useful to the young practitioner than the particular 
specifications themselves. 



SPECIFICATIONS ON EXCAVATIONS AND 
EMBANKMENTS. 

120. Earth Work, Excavation, and Grading. A 

specification for excavation, or grading, should satisfactorily 
cover the following ground : 

(a) Location and general description of the work. 

((5) As full a description of the character of the materials 
to be excavated as can be furnished. 

(c) A classification of the materials which will be 
employed, and the methods of measurement. 

{d) A description of the lines of limits of excavation and 
fill, including borrow pits, and waste banks. 

(e) The disposition to be made of the excavated materials. 

(y) The distance to which the material is to be trans- 
ported, commonly included under the general head of "Haul.'* 

It is always wise for the engineer to determine in advance 
approximately the character of the material to be encountered 
and to give to the contractor the benefit of such information. 
It is not wise, however, for him to guarantee the quality of the 
material to be as indicated, since this furnishes to the contractor 
grounds for claims which the engineer will find it difficult to 
adjust. The character of the material is usually learned 
approximately by borings along the line of the work. In the 
case of railroad work it is not customary to do this, but from 



SPECIFICATIONS ON EXCAVATIONS, ETC. 135 

the general knowledge of the geologic formations, the various 
kinds of materials can be fairly anticipated. 

The specifications should be very explicit and clear beyond 
all possibility of doubt in the matter of grades or classification 
of materials to be encountered, and the methods which will be 
used in measuring the quantities. Innumerable difficulties are 
constantly arising in the carrying out of engineering specifications 
from misunderstandings on these points. Materials encountered 
in excavation are not only various as to quality, but all grada- 
tions are found, so that it is practically impossible to determine 
where one classification or kind of material ends and another 
begins. In fact two engineers will often classify the same 
materials differently under the same specifications, and there is 
no possibility of determining such questions, except by agreeing 
to abide by the decision of the engineer. It is best not to have 
too many classes of materials, and all kinds of materials are 
usually grouped under three general heads, namely: Earthy 
loose rock^ and solid rock* 

121. Grading. The following specifications for railroad 
grading are used by the Pennsylvania Railroad : 

Under this head will be included all excavations and 
embankments required for the formation of the roadbed ; cut- 
ting all ditches or drains about or contiguous to the road ; the 
foundations of culverts and bridges, or walls ; the excavations 
and embankments necessary for reconstructing turnpike or 
common roads, ni cases where thev are destroyed or interfered 
with in the formation of the railroad ; and all other excavations 
or embankments connected with or incident to the construction 
of said railroad. 

All cuttings shall be measured in the excavations, and esti- 
mated by the cubic yard, under the follow heads, viz: Earthy 
Loose Rock^ Solid Rock. 

Earth — will include clay, sand, loam, gravel and all other 
earthy matter, or earth containing loose stone or boulders inter- 
mixed, which do not exceed in size three cubic feet. 

* In the specifications used on the Chicago Drainage Canal but two classes of 
materials were named, "Solid rock" and "Glacial drift." Where no solid rock was 
anticipated, but one class was named and this was called "Excavation." Sometimes 
more than three classes are recognized and provided for when the grades are distinct 
and well marked. 



136 ENGINEERING SPECIFICATIONS. 

Loose Rock — shall include all stone and detached rock lying 
in separate and contiguous masses containing not over three 
cubic yards ; also, all slate or other rock that can be quarried 
without blasting, although blasting may be occasionally 
resorted to. 

Solid Rock — Includes all rock occurring in masses exceed- 
ing three cubic yards, which can not be removed without blasting. 

The roadbed will be graded twenty feet wide in earth cut- 
tings and fifteen feet in fillings, excejDt where otherwise directed 
by the engineer, with side slopes of such inclination as the 
engineer shall in each case designate, and in conformity to such 
depth of cuttings and fillings as may have been or may hereaf- 
ter be determined upon by said engineer. 

Earth, gravel and other materials taken from excavat'ons 
(except when otherwise directed by the engineer), shall be 
deposited in embankments, the cost of removing which will be 
included in the price paid for excavation. All material neces- 
sarily procured from without the road and deposited in the 
embankments will be paid for as excavation only. In procuring' 
materials for embankment from without the line of the road, the 
place will be designated by the engineer in charge of the work; 
and in excavating and removing it, care must be taken to injure 
or disjigure the land as liitle as possible. The embankments 
will be formed in layers of such depth (generally one foot), 
and the materials disposed and distributed in such manner as 
the engineer may direct, the required allowance for settling 
being added. 

No borrow pits will be opened nearer than four feet from 
base of embankment slope, and will receive same slope as cor- 
responding embankment. All borrow pits will be excavated in 
a regular manner and so as to leave no holes for standing water, 
generally with a descent at bottom to allow free passage of 
water. 

Wherever the excavations furnish more material than is 
required for embankments, the surplus will be used to increase 
width of embankment, or deposited in spoil banks or waste 
piles, as and where the chief engineer may direct. 

The roadbed, in cuts and on banks, to be made in a work- 
manlike manner; to be perfectly even and regular according to 
grade stakes as set from time to time by the engineer in charge, 
and to be exactly of the width directed. 

All slopes to be formed even and straight, accordmg to 
slope stakes, and to such incline as directed in each case. 

All ditches in cuts or along banks to be made of such width 
and grade as the engineer in charge may direct. 

If the contractor shall make excavations or embankments 
in excess of the directed width, then such excess shall not be 
paid for. 



SPECIFICATIONS ON EXCAVATIONS, ETC. 137 

Over culverts and behind bridge abutments the embank- 
ments shall be formed carefully, so as to avoid damage to, or 
bulging of, the masonry. Only the best materials will be used 
for this purpose, the same to be deposited in layers of not over 
ten inches thick. The contractor to be responsible for any 
damage to the masortry. 

Contractors, when directed by the engineer in charge of 
the work, will deposit on the side of the road, or at such con- 
venient point as may be designated, any stone or rock that they 
may excavate ; and if, in so doing, they should deposit material 
required for bank, the additional cost, if any, of procuring other 
materials from without the road will be allowed. All stone or 
rock excavated and deposited as above will be considered the 
property of the railroad company, and the contractors upon the 
respective sections will be responsible for its safe keeping until 
removed by said company, or until the work is finished. 

The line of road, or the gradients, may be changed if the 
engineer shall consider such change necessary or expedient ; 
and for any considerable alterations, the injury or advantage to 
the contractor will be e&timated, and such allowance or deduc- 
tion made in the prices as the engineer may dee in just and 
equitable; but no claim for an increase in prices of excavation 
or embankment on the part of the contractor will be allowed or 
considered, unle-ss made in writing before the work in that part 
of the section where the alteration has been made shall have 
been commenced. The engineer may also, on the conditions 
last recited, increase or diminish the length of any section for 
the purpose oi equalizing or balancing the excavations and 
embankments. 

Whenever the route of the railroad is traversed by public 
or private roads, commodious passing places must be kept open 
and in safe condition for use ; and in passing through farms the 
contractor must also keep up such temporary fences as will be 
necessary for the preservation of the crops. 

The above specification makes no provision for what is 
•commonly called "haul.** By "haul" is meant an additional 
compensation for carrying the excavated material beyond a 
certain limiting distance. Such a provision usually accom- 
panies a specification for excavation, and may be given in the 
following language : 

The price paid for "excavation" in all the several classes 
thereof will be understood to cover and pay for the entire 
expense of its removal by any method whatever, including 
loading, unloading, transportation and deposit in the manner 
prescribed in these specifications, in the places designated by 



138 ENGINEERING SPECIFICATIONS. 

the engineer, provided the haul of the material so transported 
does not exceed ( ) teet, and beyond that dis- 
tance per cubic yard per one hundred (lOo) feet will 

be allowed and paid, for such extra haul, in addition to the 
price paid for excavation. 

122. Excavations Under Water. Excavations made 
under water are usually for the purpose of securing a channel 
for the passage of boats. In many cases the character of the 
material is quite various, and largely unknown. It is proper 
for the engineer to make such investigations as are practicable 
to discover what these materials are, and to about what depth 
the cutting will have to be made, and to give the contractor the 
benefit of such information. It would not be well for him, 
however, to make positive statements as to the character of the 
material, and he should relieve himself in the specifications of 
all responsibility for the information given. The contractor on 
the other hand should inform himself of the nature of the work 
so far as possible, both by personal examination, and by avail- 
ing himself of the investigations of the engineering department. 
The following paragraphs concerning excavations under water 
are taken from the standard specifications used by Col. O. M. 
Poe, of the corps of engineers, U. S. army. 

All available information in the possession of the United 
States will be given upon application. The United States will 
not guarantee the correctness of its information and will not be 
responsible for the safety of the employees, plant or materials 
used by the contractor, nor for any damage done by or to them 
from any source or any cause. Bidders are expected to satisfv 
themselves as to the nature of the work to be done, and it will 
be assumed that proposals are based upon a thorough under- 
standing of its character. Intending bidders are urged to visit 
the localities of the work, and, by personal inspection and 
inquiry, fully inform themselves as to the present and probable 
future conditions. Navigation shall not be obstructed, and no 
allowance or concession will be made for any lack of informa- 
tion on the part of the contractor regarding the work. The 
price bid shall be full compensation for furnishing all necessary 
labor, materials, and appliances of every description, and for 
doing all work herein specified to the satisfaction of the engi- 



SPECIFICATIONS ON EXCAVATIONS, ETC. 139 

neer officer in charge, and shall include all risks and delays of 
whatever nature attending the execution of the work. 

The work comprises the improvement of two shoals in 
St. oMary's River, Michigan, above the canal. The upper 
shoal lies northwesterly, and the lower shoal northeasterly from 
old Round Island Light House. 

The work to be done consists in excavating a channel 
within the side and end lines prescribed by the U. S. Agent in 
charge, said channel to have a bottom width of 300 feet, and a 
total length of about 3,000 feet, the estimated excavation being 
90,000 cubic yards, bank measure, more or less. The greatest 
distance to the dumping ground will not exceed two miles, and 
the average distance will not exceed one mile. 

The material to be removed consists of boulders, clay, 
sand, gravel, and possibly hard pan, all in unknown propor- 
tions.* 

The bottom of the completed cut shall be in a plane 25.32 
feet below the upper surface of the coping of the lock of 1881 
in St. Mary's Falls Canal, the face of excavation probably 
varying from scraping to 5 feet. 

No payment will be made for excavation below 22 feet 
depth of water. All excavations within the specified side slopes 
and between 21 and 22 feet depth of water will be paid for at 
half rates in the final estimates. 

Proposals will be received for bank measure only. For 
the monthly estimates 30 per cent, will be deducted from scow 
measurements, but the total of the estimates made for the upper 
shoal will never exceed the total of the estimates made for the 
lower shoal, until all the required excavation has been finished 
at one of the shoals, and an equal amount of excavation has been 
done at the other. f O. M. P. 

*In letting this work all materials were entered in one class, even though it were 
solid rock. In this particular instance no solid rock was anticipated, and hence it is 
not mentioned in the list of materials to be encountered, but in other sections solid 
rock was anticipated, and was so entered in the list of materials, but the proportion in 
each class was left for the contractor to estimate as best he could from the investiga- 
tions made by the engineering department, and such additional borings as he might 
make himself, there still being but one price per cubic yard for all materials. The 
respoHsibility of the contractor in this connection is fully defined, however, in the 
extract given above. 

jThis work was let by the cubic yard as measured in bank. That is from sound- 
ings taken both before and after the excavation between the side lines indicated, and 
above the depth of ji feet. Material excavated below the depth of 21 feet and above 
the depth of 22 feet was paid for at half rates. Any excavation below the depth of 22 
feet was not paid for at all. Neither were the excavations made outside the side 
boundaries. In other words the material was paid for in cut as it would be described 
in earthwork out of water. The reason for requiring the work on one shoal to be 
fully completed before an equivalent sum is paid for the other is to insure the comple- 
tion of the work. If a small amount of material had been left above the 21 foot line in 
various places, the excavation of these scattered portions would be very expensive per 
cubic yaid, and if the contractor had already received the major part of his compensa- 
tion it might be difRcult to induce him to finish up the work properly. 



140 ENGINEERING SPECIFICATIONS. 

123. Specifications for Measuring Quantities 
Excavated Under Water by Weight and Displace- 
ment. The following sjDecification is taken from the U. S. 
Engineer Corps specifications for excavation in the James 
River, and they illustrate another method of determining 
amount of material excavated. In this' case the soundinors in 
the river are only used for determining when the excavation 
has been completed to the proper depth, and to prevent excava- 
tion beyond a limit of over-depth. 

Classification. — Mud, sand, cky, and gravel, under the 
class '•'-earth excavatio7i^'" will include those materials, however 
hard or compact they may be, the gravel to include pebbles up 
to three inches in diameter. ^^ Cobble'' will include stones up 
to three cubic feet. '-'•Soft Rock'' will include any rock in 
place which can be removed by dredges without blasting, - 
although, for economy in removal, blasting is resorted to, and 
will include the disintegrated rock found for two or three miles 
below Richmond. ^'- Solid Rock" will include rock which 
rin^s under the hammer, boulders measuring over three cubic 
feet, and other rock which, in the opinion of the Engineer 
officer in charge, can not be removed without blasting. When 
soft and solid rock occur together, in strata or otherwise, the 
amount of each will be ascertained by the inspector after the 
material is placed on lighters. jMixed classes of material must 
be separated by the contractor, at his expense, for measure- 
ment by displacement as the lighters are unloaded at the place 
of deposit. 

Unclassified Rock. — In place of bidding on soft and 
solid rock separately, an alternate bid may be submitted for 
unclassified rock, which will include all material described in 
these specifications as rock, whether soft or solid. The bid 
will be for the ton of 2,000 pounds, and the weight will be 
ascertained by displacement, as hereinafter described. The 
bidder on this class will specify a price for extra haul per ton 
of 2^000 -pounds. 

Should the bid for unclassified rock be accepted on any 
section, the price per ton will be stated in the contract in lieu 
of those for soft and solid rock. On such section the con- 
tractor must begin the excavation of areas known to be of solid 
rock in part, with other areas, as directed by the Engineer, 
and continue their excavation, or accept an equivalent reserva- 
tion in tons, according to the relative cost of excavating soft 
and solid rock, to be determined by the Engineer, until such 
solid rock excavation is made. 



SPECIFICATIONS ON EXCAVATIONS, ETC. 141 

Measurement of Excavation. — All materials excavated 
in the two and a ha^f miles below Richmond and at Drewry 
Bluff will be measured on deck lighters by displacement of 
water taken at 63 pounds per cubic foot. The basis of meas- 
urement for "solid rock" will be 155 pounds and of soft rock 
120 pounds, and of other classes 120 pounds per cubic foot, 
until otherwise ascertained at the instance of either the Engineer 
or the contractor. These "other classes" will then be loaded 
on deck lighters (with gauges attached) whose cubic feet of 
submergence has been ascertained for each tenth of a foot. 
The load will be put on in shape suitable for accurate measure- 
ment by cross sections, at the expense of the contractor, and in 
such manner that the plane of submergence will be parallel to 
the deck of the lighter, as near as may be. The difference in 
cubic feet of submerged section, light and loaded, at 62 pounds 
to the cubic foot, will be considered the weight of the measured 
load. The lighters must be kept bailed out, and will be con- 
sidered loaded with the same weight when afterward sunk to 
the same gauge readings. The proportion of a partial to a full 
load will be determined by the ratio of the displaced volumes 
of water. 

The Engineer may measure the displacement of empty 
lighters at his discretion, and the contractor must free them 
from water at his own expense whenever requested by the 
inspector for the purpose of determining their loads. 

Dumping Lighters will not be allowed in transporting 
materials excavated at Drewry Bluff or above, but can be used 
for material excavated at Harrison's Bar and Goose Hill Flats. 

Where dumping lighters are used measurements will be 
made by the capacity of the pockets. 

Decision as to Quantities. — The duty of determining 
the quantity of material carried in or on lighters will be per- 
formed by inspectors appointed by the Engineer in charge, and 
the decision of such inspectors, acting under the orders of the 
Engineer, as to the amount of material excavated and removed, 
as well as to its place and manner of deposit, shall be final and 
without appeal on the part of the contractor. 

Over-Depth. — No allowance will be made for dredging 
more than twelve inches below the required depth or outside 
the limits of the channel as marked by stakes or ranges, unless 
such additional depth is necessary to break up strata of rock or 
cemented earth. Increased depth will be allowed in such cases 
if authorized by the inspector, acting under the direction of the 
Engineer. If a deficiency in depth is found the contractor 
must re-excavate the bottom until the required depth is 
obtained. 



142 ENGINEERING SPECIFICATIONS. 

Dumping. — Excavated material will be the property of the 
United States and be disposed of strictly in accordance with 
instructions from the inspector. W. P. C. 

124. Specifications for an Earthen Dam. The 
following specification for an earthen dam across a stream for a 
storage reservoir for irrigation purposes is a fair illustration of a 
method of writing the specifications for such a purpose. It is 
sufficiently elastic to allow the engineer great discretion in the 
matter of adapting the methods to the particular material 
encountered, while at the same time it gives to the contractor a 
fair idea as to the amount of work which will be required of 
him, and therefore as to its approximate cost. This is really- 
all he cares to know at the time he makes his bid. 

The object in the mind of the engineer in writing this 
specification was to make as impervious a dam as possible with 
the materials which were known to exist in the immediate 
vicinity, without making the cost extravagant. The earthwork 
was well insured against overflow by having a very long spill- 
way across the dividing ridge between this and an adjacent 
drainage basin some distance above the dam. 

Specificatiox for an Earthen Dam: — After the work 
has been staked out, the top soil and all vegetable matter shall 
be wholly removed from the area of the work. This area shall 
be cleared to the satisfaction of the engineer, and no allowance 
will be made therefor. The material removed, which is suffi- 
ciently free from vegetable matter, may afterwards be used for 
building the outer toe of the dam. 

The sides of the valley shall be terraced or stepped with 
risers one foot high, over the whole area of contact with the 
dam. These terraces shall also have offsets horizontally as 
shown in the sketch. They shall be cut to the depth indicated 
by the engineer, and the material excavated will be paid for as 
excavation. 

A trench shall be opened from the surface to and into the 
gravel stratum, of the dimensions as shown on the drawings, 
being about i6 feet wide at the surface, and about 6 feet wide 
at the bottom. This trench extends the entire length of the 
dam and up to the side slopes ; it extends to the rock after the 
gravel stratum is passed. This w^ork will be paid for as exca- 
vation. 



SPECIFICATIONS ON EXCAVATIONS, ETC. 143 

A puddle core wall extends the whole length of the dam, 
being 6 feet wide at the bottom of the trench, which averages 
about 20 feet below the surface of the ground, averages about 
16 feet wide at the surface of the ground, and is 6 feet wide at 
a point 4 feet below the top of the dam. 

This puddle core is to be a mixture of clay and the grav- 
elly sand such as found in the gravel stratum (all of the gravel 
to be such as will pass through a 2 inch ring), in about equal 
proportions. These two kinds of materials will be spread in 
alternate courses about 3 inches thick. The clay courses will 
be harrowed sufficiently to pulverize the hard clods, using a 
disc harrow, or such other machine as may be satisfactory to the 
engineer. A gravel course will then be laid and this harrowed 
until it is thoroughly incorporated and mixed with the clay. It 
shall then be wet down and allowed to stand until it is in a 
proper condition for compacting, when it shall be rolled thor- 
oughly, to the satisfaction of the engineer, with a grooved roller 
weighing not less than 150 pounds to the lineal inch along the 
axis of the roller. 

On this shall then be laid another 3 inch layer of clay, 
which shall be pulverized by harrowing, to be followed by a 3 
inch layer of gravel, harrowed, wet down and rolled, as before 
described, and so on. If, in the opinion of the engineer, it is 
deemed advisable, or desirable, the clay for the puddle shall be 
pulverized dry before it is spread on the dam. 

The above describes, in a general way, the amount of 
work which will be required to be done on the puddle core of 
the dam, but the particular operations are made subject to any 
changes which the engineer may choose to make, in the inter- 
est of a more effectual mixing or compacting of the materials. 
The general drawings show the probable depth to which the 
puddle wall will be carried, but the depth shown is not to be 
considered as exact nor final, as it may be varied according to 
the character of the ground developed by the excavation. 

All that part of the dam on the up-stream side of the core 
wall shall be made of such clay material as the engineer may 
select from that overlying the gravel stratum in the immediate 
vicinity below the dam. It is thought that at least half of this 
overlying clay is suitable for this purpose. It shall be thor- 
oughly incorporated with the upper clay underlying the dam by 
first plowing up the surface, after the top soil has been removed, 
and rolling down again as described below. This plowed 
upper surface, and also the clay fill, shall be pulverized in 
courses not over 6 inches thick, by harrowing or rolling, or both, 
before wetting down. It shall then be wet down thorouo-hly 
and allowed to stand until it is in a proper condition for most 
effectual compacting. It shall then be rolled to the satisfaction 
of the engineer, and in accordance with his directions, with a 



144 ENGINEERING SPECIFICATIONS. 

grooved roller weighing not less than 150 pounds per lineal 
inch of roller, measured along its axis. 

All that part of the dam below the puddle core wall shall 
be filled with the surface clay in the immediate locality below 
the dam. It shall be laid in courses not over 6 inches in 
thickness, harrowed and rolled dry to the satisfaction of the 
engineer. It is the intention to make as compact a mass of this 
portion as possible without wetting down. 

J. &F. 

125. Specifications for Coffer-Dams. The follow- 
ing specification for the construction of coffer-dams, and for 
the methods of paying for the same is taken from a recent U. 
S. Engineer Corps specification for the building of a navigation 
lock and dam on the Great Kanawha river, West Virginia. It 
illustrates how such specifications may be drawn and the work 
paid for in an equitable manner, and how bids may be made' 
up upon such work without assuming extraordinary risk, and 
without knowing much of the nature of the material to be 
excavated or of the depths to which the construction will 
extend. 

How Built. — The coffer-dams will be built as shown. gen- 
erally by the drawings exhibited and as directed by the engi- 
neer. They will be formed of cribs sunk to hard pan, sheathed 
with plank and filled with heavy-dredged river-bed material 
not liable to wash. They will be thoroughly banked on the 
outside with clay puddling, or like material, of quality and 
quantity to make them sufficiently water-tight to be pumped 
out. The crib-filling and the banking outside will be pro- 
tected to such an extent,- as directed, by a top layer of loose 
stone. 

As the work within the different sections of the coffer- 
dams for the dam is finished, the ends of the next section of 
coffer will, when required, be made of square sawed timber, 
rods, upright plank and puddle, built across and near the end 
of the finished part. Similar timber and plank bulkheads will, 
also, if ordered, be built by the contractor between the coffer- 
dam for the lock and the lock wall, to form part of the first 
section of coffer-dam for the navigation pass and elsewhere in 
making coffer connections as the engineer may require. 

How Paid For. — The United States will pay the con- 
tractor for the dredging and excavation for the site of the coffer- 
dams his contract price for "Excavation." For logs and 
sheathing used, he will be paid his contract prices for "Crib 



SrECIFICATIONS ON EXCAVATIONS, ETC. 145 

Logs in Coffer-dam" and "Sheathing." For material used to 
fill the coffer-dam cribs, he will be paid his contract price for 
"'Coffer-dam Filling." The plank and sawed timber used in 
the coffer-ends or bulkheads will be paid for as "Sheathing," 
and the puddle in same as "Coffer-dam Filling." It is und'-r- 
stood that all labor, all banking, puddling and stone used on 
the outside of the cribs, the spikes and bolts and all material 
not mentioned, required in the construction of the coffer dams, 
shuU be furnished by the contractor without cost to the United 
States. The coffer-dams must be promptly banked to full 
height. No payment will be made for logs or filling above 
the level of the top of the lowest part of unfinished banking. 
No payment will be made for any coffer-dam materials carried 
off by the river or lost in any manner during construction. All 
repairs to the coffer-dams or their adjuncts must be borne by 
the contractor. 

Removal. — The contractor will be required to remove the 
coffer-dams and their belongings at his own cost. The time 
and manner of the removal of the coffer-dams, or any parts of 
them, and the place to deposit the materials, to be prescribed 
by the engineer. 

Oivnership. — It is understood and agreed that the pay- 
ments for excavation, logs, sheathing and filling, as provided 
for above, shall cover the entire cost of the coffer-dams to the 
United States, and by virtue thereof they shall become the 
property of the United States, in case of the failure or annul- 
ment of this contract. 

Dredges and Pumfs. — In building the coffer-dams the 
contractor will be required to employ, at the same? time, not 
less than two suitable steam dredges at excavating and filling; 
and for pumping the coffer-dams he must keep at least three 
good sufficient pumping outfits, with pumps, engines and boats 
complete, in, or always ready for, o^oeration. The dredges 
must be equipped to do effective work to a depth of 28 feet. 

W. P. C. 

126. Specifications for Protective Work. It is 

customary for engineers to require the contractor to protect his 
work from all causes, such as landslides, rainfall, floods, 
ground water, quicksand, etc., without any special compensa- 
tion therefor. In all such cases the contractor, of course, will 
build his temporary protective works as cheaply as possible, 
and ofien will not provide that degree of protection which the 
engineer may think is necessary and wise. A fair division of 

the responsibility and cost of such protective works between the 
10 



146 ENGINEERING SPECIFICATIONS. 

contractor and owner is therefore desirable, and the following 
specifications taken from those used on the new Croton Dam of 
New York City, in 1892, are offered as a very excellent solu- 
tion of this problem. 

It will be noted that the cost of such protective works as 
the engineer might consider necessary is to be paid for by the 
citv at the standard prices per unit of measure named in the 
bid, and the engineer is given control of the design and general 
character of such works. The responsibility for the efficient 
execution of such works, however, is made to rest upon the con- 
tractor by holding him responsible for all damages caused by 
their inefficiency, except in one instance of an unprecedented 
flood in the Croton river. In which particular case the damages^ 
are to be duly appraised and paid for by the city. 

It will'also be noted that the taking care of the ground 
water by pumping rests wholly upon the contractor without 
special compensation. 

The contractor shall do all other work needed to protect 
his work from water ; he shall erect all temporary dams, coffer- 
dams, sheet piling and other devices, take care of the river, and 
shall be responsible for all damage that may be caused by the 
action of water, whether from negligence or any other cause. 
Such damage is to be repaired, and the work must be restored 
and maintained at his cost. 

All earth and rock excavation, masonry, timber and other 
work, temporary or permanent, for the purpose of protecting 
the work from the river, provided that they are ordered or 
approved by the engineer, are to be paid for at the prices stip- 
ulated in this contract. All work of this character is to be 
removed by the contractor at his own expense, if so ordered by 
the engineer. 

The responsibility of the contractor as to damage caused 
by the inefficiency of the protective work shall cease, however, 
if such damage is caused by the river at a time when the flow 
of the river attains such volume as will cause it to rise to a 
height of more than eighty-one inches above the stone crest of 
the present Croton dam, such height being the greatest recorded 
by the city authorities. 

Such damage as may be caused under the circumstances 
just stated shall be repaired by the contractor as soon as practi- 
cable, under the direction of the engineer, who shall appraise 



SPECIFICATIONS ON EXCAVATIONS, ETC. 147 

the cost of such work of repairs, and the amount of the same 
shall be paid to the contractor on the certificate of the engineer 
that the work has been completed to his satisfaction ; and, after 
such certificate shall have been issued, the contractor shall again 
become responsible for all damage that may be caused by the 
action of the water, in the same manner as is specified above. 

If such appraisal of the engineer is not satisfactory to the 
contractor, the said contractor shall so state in writing to the 
aqueduct commissioners, and, thereupon, a board of arbitra- 
tion, composed, first, of the chief engineer, or of such other 
person that the aqueduct commissioners may designate ; second, 
of a person selected by the contractor; third, of another person 
to be designated by the other two, shall proceed to appraise the 
cost of such damage, and their decision shall be final and bind- 
ing on both parties, provided it is the unanimous decision of the 
three members of the said board ; but if the said decision is not 
unanimous, the appraisal of the chief engineer shall stand and 
become final and binding to both parties.* And, on the cir- 
tificate of the aqueduct commissioners that the said appraisal 
has been made in accordance with the stipulations of this 
agreement, the amount of said appraisal shall be paid to the 
contractor. And the said appraisal, whether made by the chief 
engineer or by the said board of arbitration, shall include only 
the cost of the actual work done to repair the damage, and shall 
not include any alleged loss of profit or other loss due to the 
delay caused by such repairs^ but an extension of time shall be 
granted to the contractor for the performance of his contract, 
equivalent, in the opinion of the engineer, to the loss of time 
due to the interruption of the operations of construction on 
account of the said work of repairs. 

The contractor is to do all the draining and pumping which 
shall be necessary for keeping the work free from water, and if 
at any time the engineer is of the opinion that, in order to 
maintain the slopes and sides of the excavations in proper 
order, it is necessary to remove the water from the ground out- 
side of the limits of the excavations, the contractor shall, at his 
request, sink the necessary pipes or wells to intercept the water, 
and place, maintain and work such pumping or other exhaust- 
ing apparatus as shall be sufficient to properly maintain the 
said slopes and sides. 

The cost of furnishing the necessary appliances and 
machinery, of working them, and of doing all the work con- 
nected with draining and pumping operations, is to be included 
in the prices bid for the various kinds of work which the drain- 
ing and pumping operations are intended to protect. 

A. F. 

* This is a new departure in arbitration proceedings, but it has many things to 
recommend it. — Author. 



148 ENGINEERING SPECIFICATIONS. 

SPECIFICATIONS FOR CEMENT MORTAR, CON- 
CRETE, AND MASONRY. 

127. Cement Mortar.* There are in general two 
kinds of cement in common use in America, namly, Portland 
or artificial cement, and Natural cement. Portland cement is 
an artificial mixture of lime and clay properly burned and 
ground. Natural cement is made by burning the natural rock 
which contains approximately the proper ingredients, and 
grinding the calcined product. Portland cements are known, 
by their various manufacturer's .names or brands, and are mostly 
imported from Germany, France, and England. Recently a 
number of manufactories have been established in America/ 
Natural cements are usually known under a geographical name, 
indicating their place of manufacture, as Rosendale cement, 
made on the Hudson river; Louisville cement, made on the Ohio- 
river in the vicinity of Louisville ; Utica cement, made at L'^tica 
in the northern part of the state of Illinois; Milwaukee cement, 
etc. In general the Portland cement costs about three times as 
much as the natural cements and it has three or four times the 
strength of these. It is common to require a tensile strength 
of from 300 to 400 pounds per square inch for Portland 
cements,* which have hardened one day in the air and six days 
in water, and about 100 pounds per square inch tensile strength 
for natural cements, similarly treated. . The Louisville cement 
is quick setting, and a very fair test may be obtained of its 
strength in twenty-four hours, in which case a tensile strength 
of from 60 to So pounds per square inch may be specified, the 
briquettes being allowed to remain one hour in the air, and 
twenty-three hours in water. 

*The reader is referred to a small book of loo pn;4es by F. P. Spalding assistant 
professor of civil engineering, Cornell University, Ithaca, New York, on "The Testing 
and nse of Hydra\ilic Cement" (189.^). This is a most excellent hand-book for the 
engineer as well as for the student ; it fully describes the characteristics of both natural 
and Portland cements, as well as the most approved methods of tcsiinj; cements and of. 
mi.>.ing mortars. 



SPECIFICATIONS FOR CEMENT, MOllTAR, ETC. 149 

The strength of cement and cement mortar depends 
j^reatly on the fineness of the cement. This is usually tested 
by pa-^sing it through a sieve of from 50 to 100 meshes per 
lineal inch, having from 2,500 to 10,000 meshes per square 
inch. The 100 mesh sieve is much to be preferred, and is 
usually specified in the case of Portland cement, since proba- 
bly only the particles which would pass through such a sieve 
are really efficient or active in the process of hardening, the 
coarser parts being inert, or as so much sand. 

A cement mortar is a thorough mixture of sand with 
cement, first in a dry state, usually in the proportion of one of 
cement to two of sand by measure, with natural cements, and 
one of cement to three or four of sand when Portland cement 
is used. After these ingredients have been effectually mixed, 
sufficient water is added to reduce the composition to the desired 
consistency. It is important that the sand should be clean, or 
free from all earthy ingredients. It is common also to specify 
that it shall be sharp ; that is to say, the grains should not be too 
much rounded. Ocean beach sand is apt to be very much 
worn, and not sharp in this sense. River or bank sand is 
usually preferred on this account. 

In specifying the proportions of sand and cement to be 
used in making up a cement mortar, it is customary simply to 
name so many parts of sand to one part of cement, by meas- 
ure. It would, as a rule, be inconvenient to determine this 
ratio by weight, but a determination by measure is subject to 
serious objections. For instance, a barrel or original package 
of cement, when dumped or turned out upon a mixing platform 
in a loose and fluffy condition will have nearly 50 per cent, more 
volume than it had in the original j^ackage. It is necessary, 
therefore, in order that the meaning of the specifications shall 
be clear, to indicate whether the proportions by volume shall 
be taken with the cement in the original package, or in a loose 
state, after having been emptied from such package. It is per- 



150 ENGINEERING SPECIFICATIONS. 

haps more convenient to measure the cement after it has been 
emptied from the original package. In any case the engineer 
should decide which method he proposes to adopt, and reveal 
this decision in the specifications themselves. The following 
specification for the making of cement mortar is satisfactory in 
every respect, except that it does not indicate whether the cement 
is to be measured in the original package, or in a loose condi- 
tion. Since all kinds of cement set or harden by a kind of 
crystallizing process, and in some cases this action begins almost 
immediately after the cement has been wet down, it is necessary 
to use the mortar as quickly as possible after it has been mixed. 
In the case of Portland cement, and some of the slow setting 
natural cements, an hour or two may be allowed to elapse 
between the wetting of the mortar and its final use upon the 
work, but, in the case of such quick setting cements as the 
Louisville, the mortar should be finally placed in the work 
within thirty minutes of the time it is first wet. If cement 
mortar is used after it has begun to set, it will be permanently 
weakened, and if used very long after it has begun to set, it 
will remain inert and will never hard -n. 

Mortar shall be composed of one measure of cement and 
two measures of sand, and shall be mixed on a t'ght platform 
as follows: One measure of sand shall be evenly distributed 
on the platform ; and one measure of cement shall be distributed 
on the sand, and a second measure of sand shall be distributed 
on the cement. The sand and cement shall then be thoroughly 
mixed in a dry state, being turned over with shovels until this 
is accomplished. Water shall then be added in a sufficient 
qu;tntity to convert the sand and cement into a mortar which 
will stand in a pile and not be fluid enough to flow. During 
the application of the water the mass must be constantly turned 
with shovels, so that the mortar will be of uniform consistency. 

O. B. 

128. Cement Concrete. Cement concrete is usually 
composed of cement mortar as described in the previous article, 
mixed with broken stone. It may, however, be composed of 
cement mortar mixed with gravel. If gravel can be procured 
free from earthy matter, varying in size from coarse sand to 



SPECIFICATIONS FOR CEMENT, MORTAR^ ETC. 151 

stones not more than about two inches in diameter, it would 
serve a better purpose in the manufacture of concrete than does 
broken stone. Experiments have shown also, that when stone 
is broken in a stone crusher and not screened, so that all the 
finer parts remain in, including the stone dust, a stronger con- 
crete results than with the use of the same quantity of screened 
stone. 

The ideal cement concrete is such a mixture of material of 
graded size, from the largest used down to the finest sand, as 
will make a nearly solid mass, when properly mixed. This 
may then be solidified by uniting with it such an amount of 
finely ground cement as will serve to completely coat each and 
every particle of sand, gravel,, or stone, and fill the small voids 
remaining after the graded materials have been thoroughly and 
uniformly mixed. Since crushed rock is always angular it will 
be often impossible to make as solid a concrete mass with it as 
can be made by the use of gravel. When gravel is used it is 
best to have it screened to a series of regularly graded sizes, 
and then such proportions of each successive smaller size used 
as will serve to fill the voids in the larger size. The cement, 
finally fills the voids between the small sand grains. 

The sand and cement should always be very thoroughly 
mixed dry, then the coarser material should be thoroughly wet 
and the excess of water drained off, after which the mixed sand 
and cement should be incorporated with the moistened gravel 
or rock, and a sufficient amount of water added while the mix- 
ing is in progress as will reduce the entire mass to the proper 
consistency. The most effectual mixing can be done by 
machinery, but it is more commonly done by hand. Perhaps 
the best cement mixer is a cubical box mounted on trunions at 
its diagonally opposite corners into which the proper propor- 
tions of the constituent parts, including the water, are placed 
and the whole given a certain number of revolutions. There 
are various kinds of continuous mixtures into which the proper 



152 ENGINEERING SPECIFICATIONS. 

proportions of the several ingredients are thrown somewhat at 
random^ and from which the concrete is supposed to continu- 
ously fall upon the work in a properly mixed condition. This 
method is probably fully equal to hand mixing, but is not as 
satisfactory as the use of the cubical box above described. 

Concrete should always be laid in courses of from six to 
nine inches in depth, and thoroughly rammed in place in order 
to compact it effectually. If several courses are to be laid in 
order to obtain the required depth of concrete, one course should 
fbllozv another as rapidly as possible^ in order that they may 
become effectually joined, and form finally one monolithic 
mass. The courses already laid, however, should not be dis- 
turbed, after the concrete has begun to take a set. Whtn the 
work is interrupted at the end of a day, and other courses of 
concrete are to be laid the following day, and especially when 
Sunday intervenes, the top of the concrete should be covered 
and kept wet, and when the next course is laid the top surface 
of the former should be thoroughly water soaked, and all 
earthy matter removed from it. 

Masonry or other heavy weights should not be laid upon 
concrete until it has been allowed to harden, usually as much 
as twenty-four hours. In the case of quick setting natural 
cements, however, twelve hours may be suflicient. 

Since successive freezing and thawing will prevent the 
ultimate hardening of cement mortar, it is customary to pre- 
scribe that no masonry or concrete in which cement mortar is 
employed shall be laid in freezing weather. It is a well estab- 
lished fact, however, that Portland cement mortar is not injured 
by freezing if it remains in a frozen condition for a considerable 
length of time. Again, when the temperature is not too low, 
but below freezing, freezing of the rnortar may be prevented 
by adding salt to the water in making the mortar, or the ingre- 
dients of concrete may be heated so that the concrete will have 
set before freezing can take place. 



SPECIFICATIONS FOR CEMENT, MOIITAR, ETC. 153 

Tie following specification for cement concrete inc'iides 
as a constituent part of it the specification for cement mortar in 
the previous article. That which is given below is supposed 
to follow directly upon the previous quotation, the whole con- 
stituting a specification for cement concrete. 

The broken stone shall be wetted down and then' thor- 
oughly mixed with the mortar by turning it over with sho.els; 
no more stone shall be used than can be covered on all surfaces 
with mortar, and the proportion of broken stone in the concrete 
must not exceed five measures of stone to one measure of 
cement. All material must be actually measured in bulk. 

Concrete must be mixed in small and convenient quantities 
and immediately deposited in the work. It must be carefully 
placed, and not dropped from any height. It shall be laid in 
sections, and in horizontal layers not exceeding nine (9) inches 
in thickness, and it must be thoroughly rammed until the stone 
is covered with mortar and a film of water appears on the 
surface. In no case shall concrete be permitted to remain in 
the work if it has begun to set before the rammi g is com- 
pleted. When concrete is properly made the whole mass 
becomes one stone when it has set, and it is very important 
that it shall be deposited continuously in the work. All sur- 
faces upon which concrete is to be laid must be welted bcfoic 
the concrete is deposited. Plank or timber forms must be 
provided when necessary to confine the concrete to tlie shape 
and dimensions shown on the plans. 

Before any weight is placed on concrete it shall have as 
much time to set as can conveniently be allowed, and in no 
^case less than twelve (12) hours. 

In cold weather material for concrete shall be heated as 
directed by the en;4ineer. 

The engineer v.ill issue sjoccial inbtruclions for concrete 
which is to be deposited under water. O. 13. 

The following method* of making concrete by using sea 
washed gravel of standard sizes as obtained from graduated 
screens has given most excellent results. In this mixture there 
were three grades of sand and gravel employed, namely, fine 
sand, coarse sand, and small gravel stones up to one fourth of 
an inch in diameter, and large gravel from one half to two 
inches in diameter. The proportions were one part cement, 
two parts fine sand, four parts coarse sand and small gravel, 

*See article by C. II. Platte, C. E. in Engineering News of February 21, 1S95. 



154 



ENGINEERING SPECIFICATIONS. 



and eight parts of the larger gravel, making in all one part of 
cement to fourteen parts of sand and gravel, by measure. 
The cement and fine sand were mixed dry. The two grades 
of gravel were then thoroughly mixed and saturated with 
water, the surplus water being allowed to drain off. The dry 
mixture of cement and sand was then uniformly spread over the 
wet gravel and thoroughly mixed with it. The water which 
remained adhering to the gravel was found sufficient to moisten 
the cement, and also to insure a uniform distribution of such 
water through the mass. The mixture was then deposited in 
place and thoroughly rammed, and it was found to give a very 
solid and strong concrete. It was found that three and one 
half barrels of cement were used for each four and onehalf 
cubic yards of concrete in place. It is said that the concrete 
was equal in every particular to that made of one part of 
cement, three parts sand, and five parts broken lime stone. 
This species of concrete was used in the foundations of the 
New York and Brooklyn bridge, and also on some of the New 
York City cable railways. This mixture comes very near 
being the ideal concrete for both solidity and economy. 

The following complete specification for cement mortar 
and concrete indicates the present practice of one of the lead- 
ing civil engineers of this country, and has many excellent 
qualities. These specifications were used in the construction 
of the 155th street bridge over the Harlem river, New York 
City. 

All mortar used, except for pointing, shall be composed 
of one part Portland cement mixed in a dry state, with two 
parts clean, sharp sand, free from loam; the entire quantity of 
water to be added, and the whole mass thoroughly incor- 
porated. Mortar shall only be made in batches for immediate 
consumption, and none used that has commenced to set. 
Pointing mortar shall be composed of cement and sand in 
equal parts, made in very small quantities, and mixed with 
just enough water to bind the grains. 

The cement used will be Rosendale or its equivalent, and 
jPortland. The Rosendale shall be of the best quality of 



SPECIFICATIONS FOR CEMENT, MORTAR, ETC. 155 

established brands approved by the engineer, and showing a 
minimum breaking strength of seventy pounds per square inch 
on the twenty-four hour test. viz. : Set one hour in air, 
remainder of time in water. Portland cement must be of a 
well-established brand, English or German manufacture, and 
approved by the engineer. It should be a moderately slow- 
setting cement, weighing one hundred and six to one hundred 
and twelve pounds per struck bushel, not less than ninety- 
eight per cent, fine, using a two thousand five hundred mesh 
sieve, and to test neat in seven days after two hours in air,* 
remainder of time in water, three hundred and eighty, to four 
hundred and twenty-five pounds per square inch of section. 
When tested in cakes, all cement must be free from cracking 
on the edges. 

In general, all cements must be subject to the usual 
standard of inspection and testing, as recommended by the 
American Society of Civil Engineers. The contractor must 
keep on hand, under proper shelter, and convenient of access, 
sufficient stock of cement ahead of his wants to afford a rea- 
sonable time for its proper examination and testing. 

The sand used must be clean, sharp sand, not too fine, 
free from pebbles and must not soil white paper. 

The w^ater used must be clean, fresh water. 

The concrete will be mixed either by hand or machine, 
according to quantity needed and rapidity of requirements. 
Any machine used must be one of proved efficiency and 
reliability for uniform product. All component parts of a con- 
crete batch must be accurately gauged as to relative volume. 
Cement and sand must be thoroughly mixed dry, and the 
thoroughly wetted broken stone incorporated therewith, and only 
enough water added by sprinkling to uniformly dampen the 
mass without wetting it, as may be directed. The amount of 
water required will depend upon atmospheric conditions of heat 
and moisture, and due allowance must be made therefor. In 
hand mixing, the broken stone will be spread out upon a tight 
platform, within a movable frame of gauged dimensions, holding 
an exact manageable batch of stone, nine to twelve inches deep. 
The stone to be flushed off uniform with edge of frame, and 
thoroughly wetted, allowance being made when stone has 
become highly heated from the sun, when the water quickly 
evaporates. The sand and cement mixed dry on an adjacent 
platform to be then uniformly spread over the stone prepared 
as above. The frame will then be lifted off, and the mass 
shoveled over in rows, the men working from opposite sides 
towards each other, care being exercised not to heap the mass, 
but simply turn it over, keeping the original thickness. Dur- 
ing this process the sprinkling to be kept up to obtain the 

♦This is commonly given as 24 hours in air, but kept n\oist. 



156 



ENGINEERING SPECIFICATIONS. 



required dampness. The operation to be repeated rapidly and 
only so often as may be necessary to obtain a uniform homo- 
geneous mass of concrete, which must be used as rapidly as 
possible. All concrete must be thoroughly rammed in layers, 
as may be directed, with metal rammers of an approved pat- 
tern, weighing from thirty to thirty-five pounds each. Corners 
inaccessible to direct long-handled ramming, as in air chambers 
of caissons, to have special devices provided to insure solid 
contact work. All concrete stone to be trap-rock, or a dense 
.fine grained blue limestone, or may be a clean screened coarse 
gravel, when used with Rosendale cement. All concrete stone 
must be clean and free from dust. There will be three grades 
of concrete required designated by numbers. 

No. I. Concrete mass on roof of caissons and filling of 
air chambers — one part Portland cement, two parts sand and 
four parts of one-half-inch clean, broken stone.* 

No. 2. Concrete for footings of Pier III, and hearting of 
all piers — one part Portland cement, two parts sand and four 
and one half parts broken stone, miscellaneous sizes, but none 
over two inches in any direction. 

No. 3. Common concrete in Pier II — one part Rosen- 
dale cement, two parts sand and five parts gravel or brokt^n 
stone. A. P. B. 

When concrete is used for the purpose of making a wall 
impervious to water, it must be made of small gravel or small 
broken stone, and it must be unusually rich. That is to say a 
large excess of mortar must be employed. With these precau- 
tions, with proper care in laying, it is possible to make a prac- 
tically water-tight wall of cement concrete. Such a wall or 
partition may be constructed between two rubble stone walls, 
the concrete core being relied on to make the wall practically 
water-tight. 

129. Specifications for Stone. The following spec- 
ifications for stone to be used for various purposes are those in 
use by the Chicago, Milwaukee and St. Paul Railway. While 
certain qualities of stone are here specified, no method is pre- 
scribed for determining these qualities. The qualities of build- 
ing stone are often examined by means of laboratory tests for 
strength, specific gravity, and for effect of freezing, and also 

*That is to say, crushed stone which will pass through a sieve of ^ inch mesh and 
be retained on a sieve of % inch mesh. 



SPECIFICATIONS FOR STONE. 157 

by chemical and microscopic tests to determine composition 
an 1 structure. While such tests have considerable value in the 
absence of any knowledge from experience, they do not take 
the place of thut kind of knowledge which is obtained from 
having observed the strength and weathering qualities in actual 
structures which have been long exposed to the action of the 
elements. It is always desirable, therefore, to have stone from 
quarries of established reputation, the products of which have 
long been upon the market. For this reason where stone spec- 
ifications are prepared for a given locality, the engineer may 
inform himself of the most available kind of stone to be used 
at that place, and may specify two or three alternative varieties, 
by naming the quarries. Evidently this would not be practica- 
ble where general specifications are prepared for an entire 
railway system of such large extent as that of the Chicago, 
Milwaukee and St. Paul. For this system the specifications 

read as follows : 

Stone. 

Bridge, block rubble and common rubble stone must be of 
sound and durable quality, free from flint seams, powder 
cracks, dry aud incipient cracks, flaws and other imperfections, 
and of such character as will resist the action of the weather 
without injury to t le masonry in the climates traversed by the 
railway company's lines. 

All stone, except riprap, shall have its top and bottom 
beds approximately parallel to each other and to the natural 
quarry beds, and shall be approximately rectangular in shape 
with sides perpendicular to its beds. 

Bridge stone shall be from 14 inches to 24 inches thick, 
from 4 feet to 7 feet long, and from 2 feet to 5 feet wiJe; but 
in no case shall its length be less than two and one half times 
its thickness, nor its width be less than one and one half times 
its thickness. 

Block rubble stone shall be from 8 inches to 14 inches 
thick, 2 feet to 5 feet long, and not less than 18 inches wide. 

Common rubble stone shall not be less than 6 inches thick, 
16 inches long, and 10 inches wide. 

Riprap must be of sound stone of such quality that will 
not disintegrate under the action of the weather. It shall i>e 
of random size and shape, none to be less than 20 pounds in. 
weight, and the majority such as can be handled by one man. 



158 ENGINEERING SPECIFICATIONS. 

but no stone to be larger than can be handled by two men 
without the use of a bar. 

The engineer reserves the right to specify the quarry and 
the particular ledge in the quarry from which the stone shall 
be supplied. 

The stone may be inspected before or after shipment from 
ihe quarry, at the option of the railway company, and in the 
former case the contractor shall furnish the inspector with full 
facilities for examination of the stone. 

The engineer reserves the right to accept or reject any or 
all of the stone for want of conformity with these specifications 
at any time previous to its being paid for in full by the railway 
company, notwithstanding that it may have been previously 
passed upon by the inspector, and in case of such rejection the 
title to the stone shall be in the contractor, and he shall be 
charged freight on the same at regular tariff rates. O. B. 

130. Stone Masonry. It is not safe for the engineer 
to undertake to designate a particular class of masonry by a 
particular name, without entermg in the specifications a full 
description of the same. The names of classes of masonry 
are too indefinite and are used in too many senses to make it 
safe to pursue such a course. The engineer should, therefore, 
describe in considerable detail exactly the kind of masonry 
construction he desires, and he need not give to such masonry 
any particular class name. If he does use class names, he 
should define them clearly in the body of the specifications. 
Specifications will be given below for several different kinds of 
masonry. 

In laying masonry and in writing the specifications for 
the same, three particular ends should be constantly in mind. 
These are: («) evenness and equality of bearing in support- 
ing the superimposed load ; (<$) so far as possible an entire 
absence of voids or openings in the body of the work ; and (c) 
so effectual a bonding of the mass as to cause it to act so far 
as possible as a monolithic structure. If the masonry occu- 
pies a prominent situation so that its appearance is a matter of 
importance, the exterior surfaces may be made to conform to 
any desired plan. The following specifications are thought to 



SPECIFICATIONS FOR STONE MASONRY. 159 

be self explanatory. They are the general specifications for 
bridge masonry used by the Chicago, Milwaukee & St. Paul 
Railway. While these specifications do not require a very 
expensive grade of work, if fairly carried out they will produce 
permanent monolithic structures of great strength, provided a 
good quality of stone and cement have been employed, the 
specifications for which are issued separately. 

Bridge Maso7iry, 

All masonry shall be built according to the plans and 
instructions furnished by the engineer, and when built by con- 
tract will be measured, estimated, and paid for by the cubic 
yard, and only to the amount of cubical contents of the same as 
planned and laid out. 

All masonry built by contract shall be subject to the super- 
vision of an inspector whose duties it shall be to see that the 
requirements of these specifications are complied with, but his 
presence shall in no way or in any degree lessen the responsi- 
bility of the contractor or his obligations. 

The stone used in bridge masonry shall be of the quality 
and dimensions described and known as bridge stone in this 
company's specifications for stone. 

The stone shall be carefully cut and dressed, forming 
headers and stretchers, which must be laid in regular horizontal 
courses in good cement mortar, with beds and builds level, the 
end and side joints vertical and broken at least fifteen (15) 
inches. 

All foundation or footing courses must be made of select 
large stones not less than eighteen (18) inches in thickness 
and having a superficial area of at least fifteen (15) square 
feet. 

No course of stone shall be less than fourteen (14) nor 
more than twenty-four (24) inches in thickness and each course 
shall be continuous around and through the wall, the courses 
decreasing, when at all, regularly in thickness from the bottom 
to the top of the wall. 

Face stones shall be composed of headers and stretchers, 
and each stone in any course shall be of the exact thickness of 
the one adjoining it. The outer surfaces are to be rock face, 
but the edges shall be brought to lines corresponding to the 
finished dimensions of the masonry, and there shall be no pro- 
jections of over four (4) inches beyond these lines. 

The beds and joints of face stone shall be dressed back at 
least twelve (12) inches from the face of the wall and must be 
brought to a joint of not more than one half (^) an inch when 



160 ENGINEERING SPECIFICATIONS. 

laid. The under bed must extend to the extreme back of the 
stone; no overhang whatever will be allowed. 

Stretchers shall not be less in length than two and one half 
(2^) times their height, and no stone shall have a less width 
than one and one half (i/^) times its thickness. 

Headers at least four (4) feet long, when the thickness of 
the wall will permit, shall be put in frequently to bond the wall, 
and they shall be so arranged that the headers of any course 
shall fall between the headers of the course immediately beiow 
it. There shall be one header to every two (2) stretchers, and 
they shall, as far as practicable, hold the size back into the 
heart of the wall that they show in the face. 

When the walls do not exceed four (4) feet in thickness 
headers must run entirely through the wall, and in pier work a 
number of them shall extend through, even though the walls are 
of a greater thickness than this. 

When walls exceed four (4) feet in thickness, there shall 
be as many headers of the same size in the back of the wall- 
as in the face, and so arranged that a header in the rear of the 
wall shall be between two headers in the front. 

The backing and interior of the walls shall be of large, 
well shaped stone of a thickness equal to that of the corre- 
sponding face stone. No voids over six (6) inches in width 
shall be left between these stone, and all such void must be 
filled with small stones and spawls thoroughly bedded in cement 
mortar or grouted. When the masonry is completed, it must 
contain no voids, and must be, as nearly as practicable imper- 
vious to water. When weep holes are necessary, they will be 
ordered by the engineer. 

All stones shall be prepared by dressing and hammering 
before thev are brought on the wall, and. must be so shaped 
that their bearing beds will be parallel to their natural beds. 
No heavy hammering will be allowed on the wall after a course 
is set, and, should any irregularities occur, they must be carefully 
pointed off. 

Each stone must be laid on its broadest bed without the 
use of chips, pinners or levelers, in a full bed of mortar, so 
that no stone shall bear upon another stone at any point without 
a mortar joint' intervening. 

Care must be taken not to injure the joints of stone already 
laid. Should a stone be moved or the joint be broken the stone 
must be taken out, the mortar thoroughly cleaned from both 
the stone and the masonry and the stone then reset. 

The stones in each course shall be so arranged as to fo'rm 
a proper bond with the stones of the course immediately 
beneath it, and in no case shall this bond be less than fifteen 
(15) inches. 



SPECIFICATIONS FOR STONE MASONRY. 161 

Both the stone and the masonry must be kept free from all 
dirt that will interfere with the adhesion of the mortar or 
cement to the stone, and in warm weather the stone and the 
masonry must be wet with clean water just before laying. 

When masonry is built in freezing weather, the masonry 
and stone must be thoroughly freed from ice or frost by using 
salt and hot water, and where practicable, the stone must be 
held over a fire just before being set. 

The top surfaces of coping stones of abutments and piers 
are to be rough cut to a true plane, and the surfaces where the 
bed plates of iron bridges rest shall be bush hammered and 
made level. When the track is on a grade or curve, the eleva- 
tion both for the curvature and grade will be provided for in the 
ironwork. Under no circumstances will the masonry be cut on 
an incline for this purpose. 

The front face and top of all mud walls shall be rough 
cut to a true plane. 

Whenever it may be necessary to remove any part of the 
present masonrv in extending abutments or piers for second 
track work, it shall be stepped back so as to insure a sufficient 
bond between the new and the old work, so as to break joints 
nowhere less than twelve (12) inches. O. B. 

The following specifications for different classes of masonry 
are taken from the standard specifications used by the Penn- 
sylvania Railroad Company. In these specifications three 
separate classes of masonry are recognized, and for any partic- 
ular piece of work, it becomes necessary to specify only the 
class of masonry which shall be used in these general specifi- 
cations: 

Detailed plans will be prepared by the engineer for each 
structure, and copies of the same furnished to the contractor 
before the commencement of the work. All stone used for the 
different classes of masonry must be sound, durable and not 
liable to be affected by the weather, and shall be subject to the 
approval of the engineer. 

Masonry will be classified as follows: 

First-class masonry ^?\\ consist of ranged rock work of the 
best description. The face stones shall be accurately squared, 
jointed and bedded, and laid in regular horizontal courses, not. 
less than twelve inches in thickness, decreasing regularly from 
bottom to top of the walls. They shall consist of headers and 
st etchers, and there shall be at least one header to every two 
stretchers, and they shall be so laid that, as nearlv as practica- 
ble, the headers in each course shall divide equally, or nearly 

11 



162 ENGINEERING SPECIFICATIONS. 

so, the spaces between the headers in the course immediately 
below. Stretchers shall be not less than three feet long and 
sixteen inches in width. Headers shall not be less than three 
feet in length and eighteen inches in width, and shall hold the 
size back into the hpart of the wall that they show in the face. 

When the walls do not exceed four feet in thickness the 
headers »hall run entirely through, and when they exceed that 
thickness there shall be as many headers of the same size in the 
rear as in the front of the wall, so arranged that a header in 
the rear of the wall shall be between two headers in the front. 

Every stone must be laid on its natural bed, and all stones 
must have their beds well dressed and made always as large as 
the stone will admit of. Mortar joints shall not exceed one 
quarter inch in width ; the vertical joints of the face must be in 
contact at least four inches, measured in from the face, and as 
much more as the stone will admit of. The stone will be cut 
with pitched edges, but all corners, batir lines, steps and cop- 
ings must be run with a neat chisel draft of one and one half 
inches on each corner, and the projections of the rock face 
must not exceed three inches beyond the face of the pitch or 
draft lines of the stones. The stones of each course shall be 
so arranged as to form a proper bond with the stones of the 
underlying course, and the bond shall in no case measure less 
than one foot. Stretchers shall in no case have less than six- 
teen inches bed for a twelve inch course, and for all courses 
above sixteen inches in thickness, at least as much bed as face. 
The whole of the masonry shall be laid in cement mortar, each 
stone being carefully cleaned and dampened before setting and 
each course shall be thoroughly cemented before the succeed- 
ing course is laid. No hammering on the wall will be allowed 
after the course is set; if any irregularities occur they must be 
carefully pointed off. The backing shall consist of stones with 
beds dressed to one half inch, and of a thickness equal to that 
of the corresponding face stones ; they shall be laid in full 
cement mortar beds, so as to break joints and thoroughly bond 
the work in all directions, and on the completion of each course 
the space between the large backing stones (none of which 
spaces will be over six inches wide) shall be filled with small 
stones and spalls, thoroughly bedded in cement mortar or 
grouted. 

All foundation courses must be laid with select large 
stones not less than eighteen inches in thickness, nor of less 
superficial surface than fifteen square feet. All bridge seats, 
steps and tops of walls should be finished with a coping course 
of such dimensions and projection as may be ordered by the 
engineer, dressed and cut to a true surface on top and on the 
shovving faces and in conformity with diagrams for the same. 



SPECIFICATIONS FOR STONE MASONRY. 163 

which shall be furnished by the engineer. If required, all 
copings shall be fastened together with clamps of iron. 

First-class arch masonry shall be built in all respects in 
accordance with the above specifications for first-class bridge 
masonry. The ring stones shall be dressed to such size and 
shape as the engineer may determine, and of the thickness 
shown on the plans. The joints must be made on true radial 
lines, and the face of the sheeting stones must be dressed to 
make close joints. The ring stones and arch sheeting stones 
shall break joints not less than one foot. The wing walls shall 
be neatly stepped in accordance with the drawings furnished, 
with selected stones the full width of the wing and not less 
than fourteen inches thick, and no stone shall be covered less 
than twelve inches by the one next above it. 

The parapets shall be finished with a coping course of 
full width of parapet, with such projection as may be directed 
by the engineer ; the coping to be not less than fourteen inches 
thick and to be fastened together with wrought iron clamps. 

Second-class bridge masonry shall consist of broken or 
random range work of the best description. The face 
stones shall be dressed to a uniform thickness throughout before 
being laid, but not hammered, and shall be laid with, horizon- 
tal beds and vertical joints on the face. No stone shall be less 
than eight inches in thickness, unless otherwise ordered by the 
engineer. There shall be at least one header to every three 
stretchers, and both headers and stretchers shall be of similar 
size, when the thickness of the wall will admit, but neither 
shall be less than three feet in length and fifteen inches in 
width. The same arrangement of headers shall be required as 
is specified for first-class bridge masonry. Mortar joints shall 
not exceed one half inch in thickness. All corners and quoins 
shall have hammer dressed beds and joints. All corners and 
batir lines shall be run with an inch and a half chisel draft. 
The vertical joints of the face must be in contact at least four 
inches, measured from the face, and as much more as the stone 
will admit of. The work need not be laid up in regular courses, 
but shall be well bonded. The stones shall be cleaned and 
dampened before setting and shall be laid in cement mortar. 
The backing shall consist of stones of the same thickness as the 
adjacent face stone, laid in full cement mortar beds with good 
joints and bonds, and the spaces filled with spalls, thoroughly 
bedded in cement mortar, or grouted, as specified for first-class 
bridge masonry. Bridge seats, steps and tops of walls shall be 
coped in the same manner as specified for first-class masonry. 
Stones in foundation courses shall be of not less than twelve 
inches thickness and ten square feet of surface. 

Second-class arch masonry shall be laid in cement mortar, 
and shall be of the same general character and description as 



164 ENGINEERING SPECIFICATIONS. 

second-class bridge mnsonry, with the exception of the arch 
sheeting, for which proper stones shall be selecte 1 that s' all 
have a good bearing throughout the thickness of the arch, and 
shall be well bonded and be of the full depth of the arch. No 
stone shall be less than six inches in thickness on the intrados 
of the arch. The ring stones of all arches shall conform to the 
specifications for first-class arch masonry. 

Third-class ??? a so ?z ry shuU be laid dry, or in lime or cement 
mortar as may be directed by the engineer. It s^'all be formed 
of good quarry stones, laid upon their natural bed<=, and roughly 
squared on the joints, beds and faces, the stones breaking 
joints at least six inches, and with at least one header for 
every three stretchers. No stone shall be used in the face of 
the wall less than six inches in thickness, or less than twelve 
inches on the least horizontal dimensions. Headers shall be at 
least three feet long, or extend entirely through the wall. The 
ends of all walls shall be dressed and finished in accordance 
with the plans. The stones in the founiauons must not be les^ 
than ten inches in thicknes^, and shall contain not less than ten 
square feet surface, and each shall be firmly, solidly and care- 
fully laid. 

In box culverts the top courses of the side walls shall 
extend entirely across the walls, and the covering stones shall 
have a bearing of at least one foot on each wall. The thickness 
of covering stones shall not be less than ten inches for two feet 
openings ; not less than twelve inches for three feet openings, 
and not less than fifteen inches for four feet openings. Unless 
built on timber foundations reaching entirely across the open- 
ing, the space between side walls of box culverts must be paved 
with stone, set on edge, not less than eight inches deep, and 
well secured at the ends with deep curbing. P. Ry. 

131. Specifications for Stone Masonry for a 

Large Stone Dam. The following specifications for stone 
masonry are those which were used in the construction of the 
new Croton dam, New York City, 1892. They are com- 
mended especially for their securing a most efficient, solid, and 
impervious grade of work, at a minimum cost. Thus the body 
of the dam, composed of rubble stone masonry laid in cement 
mortar, thoroughly bonded, and made entirely solid, cost from 
$3.40 to $4.00 per cubic yard, the cement mortar being one of 
Rosendale cement to two of sand, the stone having to be 
hauled about one mile. 



SPECiriCATIONS FOR STONE MASONRY. 1G5 

Another significant feature of these specifications is the 
paying for the face dressing per unit of surface in addition to 
the standard price per cubic yard, the matter of this face dress- 
ing being left until the work is executed. In this way such 
small details need not be determined in advance and indicated 
upon the drawings. 

Stone Masonry. 

All stone masonry is to be built of sound, clean quarry 
stone of quality and size satisfactory to the engineer; all joints 
to be full of mortar, unless otherwise specified. 

Dry rubble masonry and paving are to be laid without 
mortar, and are to be used for walls, for the slopes of the dam 
embankments, and at any other place that may be designated. 

This class of masonry is to be of stone of suitable size and 
quality, laid closely by hand with as few spawls as practicable, 
in such manner as to present a smooth and true surface. The 
work is to be measured in accordance with the lines shown on 
the drawings or ordered during the progress of the work. The 
stones used must be rouiihly rectangular; all irregular projec- 
tion and feather edges must be hammered off. No stone will 
be accepted which has less than the depth represented on the 
plans or ordered. Each stone used for paving must be set 
solid on the foundation of broken stone or earth and no inter- 
stices must be left. 

In the dry rubble masonry walls, large stones must be 
used, especially for the faces, and the walls must be bonded 
with frequent headers, of such frequency and sizes as shall be 
approved by the engineer. 

Riprap may be used in connection with the protective 
work, and wherever the engineer may order it. It shall be 
made of stone of such size and quality and in such manner as he 
shall direct, and must be laid by hand. 

After the slopes which are to receive the paving hav^e been 
dressed, a laver of l)rokcn stone is to be spread as a foundation 
for the paving, wherever ordered. The broken stones must be 
sound and hard, not exceeding two inches at their greatest 
diameter. 13roken stone, not exceeding one inch in diameter, 
may be used for forming roadways ; it is to be spread to such 
thickness as ordered and iieavily rolled or rammed. Broken 
stones may be used also wherever the engineer may direct, 
rolled if so directed, and paid for under this head, except the 
broken stone used for making concrete, the cost of which is 
included in the price hereinbefore stipulated for concrete laid. 



166 ENGINEERING SPECIFICATIONS. 

Rubble stone masonry is to be used for the central part of 
the dam, for the overflow, for the center walls of the earth 
embankments, for most of the structures and appurtenances of 
the dam. and wherever ordered by the engineer. 

Rubble stone masonry shall be made of sound, clean stone 
of suitable size, quality and shape for the work in hand, and 
presenting good beds for materials of that class. Especial care 
must be taken to have the beds and joints full of mortar, and 
no grouting or filling of joints after the stones are in place will 
be allowed. The work must be thoroughly bonded. The faces 
of the rubble stone masonry, especially the up-stream face of 
the walls, shall be closely inspected after they are built, and if 
any mortar joints are not full and flush, they shall be taken out 
to a depth of no less than three inches or more, if so ordered, 
and repointed properly. 

A large quantity of rubble stone masonry in mortar is to 
be used in the construction of the central part of the dam and 
of the center wall and overflow. 

The stones used therein must be sound and durable ; they 
must have roughly rectangular forms, and all irregular projec- 
tions and feather edges must be hammered off. Their beds, 
especially, must be good for materials of that class, and present 
such even surfaces that, when lowering a stone on the level 
surface prepared to receive it, there can be no doubt that the 
mortar will fill all spaces. After the bed joints are thus secured, 
a moderate quantity of spawls can be used in the preparation 
of suitable surfaces for receiving other stones. All other joints 
must be equally well filled with mortar. 

The quality of the beds is to regulate, to a large extent, the 
size of the stones used, as the difficulty of forming a good bed 
joint increases with the size of the stones. 

Various sizes must be used, and regular coursing must be 
avoided, in order to obtain vertical as well as horizontal bonding. 

The sizes of the stones used will vary also with the char- 
acter of the quarries, but, especially in the places where the 
thickness of masonry is great, a considerable proportion of large 
stones is to be used. If the size and character of the stones, in 
the opinion of the engineer, shall admit of it, the joints (except 
the beds), instead of being filled with mortar, may, at his 
request or on his approval, be filled with concrete made as 
hereinbefore specified, with the exception that 'the component 
materials be mixed in the proportion of one part of cement to 
three parts of small stone or gravel of such size as the engineer 
shall direct, and thoroughly rammed, care being taken to use 
a moderate amount of water only which must be brought to 
the surface by ramming, such filling of joints with concrete to 
leave no vacancies and to be thoroughly made. If concrete is 



SPECIFICATIONS FOR STONE MASONRY. 167 

so used, the spaces left between the stones should not be less 
than six inches, in order that proper ramming can be obtained. 

No extra compensation shall be paid to the contractor for 
the use of such concrete, the cost of which is to be included in 
the price herein stipulated for the masonry in connection with 
which it is used. 

The exposed faces of the main wing wall, of road culverts, 
of some of the walls and of any other rubble work that the 
engineer may designate, are to be made of broken ashlar with 
joints not exceeding one half inch in thickness ; the stones not 
to be less than 24 inches deep from the, face, and to present 
frequent headers. This face work to be equal in quality and 
appearance to the face of the breast wall in front of the new 
gate house at Croton dam (Section i), and to be well pointed 
with Portland cement. This face work is to be paid for by the 
square foot of the superficial area for which it is ordered, in 
addition to the price paid per cubic yard of rubble stone 
masonry. 

Block stone masonry is to be composed mainly of large 
blocks and is to be used for the steps of the overfall or for 
other steps, or whenever and wherever ordered by the engi- 
neer. It is to be laid in Portland cement mortar, well pointed, 
or may be ordered laid dry at the price stipulated in clause O, 
item (0). 

This stone, which is to receive the shock of water and ice, 
is to be especially sound, hard and compact, and of a durable 
character; it is to be prepared to the dimensions given so that 
no joint will in any place be more than one inch wide. The 
outside arrises must be pitched to a true line. 

The outer faces of the masonry dam and of its gate 
chambers, of the overflow (except steps), and of any other 
piece of masonry that may be designated, are to be made of 
range stones, as shown on the plans, the stone to be of unobjec- 
tionable quality, sound and durable, free from all seams, dis- 
coloration and other defects, and of such kind as shall be 
approved by the engineer. 

All beds, builds and joints are to be cut true to a depth of 
not more than 4 inches, and not less than 3 inches from the 
faces to surfaces allowing of one half inch joints at most; the 
joints for the remaining part of the stones not to exceed two 
inches in thickness at any point. 

All cut arrises to be true, well defined and sharp. 

Where this class of masonry joins with granite dimension 
stone masonry the courses must correspond, and the joining 
with arches and other dimension stone masonry must be 
accurate and workmanlike. 

Each course to be composed of two stretchers and one 
header alternately, the stretchers not to be less than 3 feet long 



168 



ENGINEERING SPECIFICATIONS. 



nor more than 7 feet long, and the headers of each successive 
course to alternate aj^proximately in vertical position. 

The rise of the courses may vary from bottom to top from 
30 inches to 15 inches in approximate vertical progression, and 
the width of bed of the stretchers is not to be at any point less 
than 28 inches. The headers are not to be less than 4 feet in 
length. 

This class of masonry, for the faces of the dam and gate 
chamber, including the headers, is to be estimated at 30 inches 
thick throughout. At other places that may be designed by 
the Engineer, the size of the stones is to be established by him, 
and the facing stone masonry is to be estimated according to 
the lines ordered or shown on the plans. In no case are tlie 
tails of the headers to be estimated. 

The work to be equal in quality and appearance to th.^ 
facing stone masonry work built by the aqueduct commis- 
sioners for then* masonry dam across the east branch of the 
Croton River near Brewster. 

All copings that may be ordered and the heads of the 
arches of the highway culverts, will be classed as facing stone 
masonry. 

^ 

The price herein stipulated for facing stone masonry is to 
cover the cost of pointing, of cutting chisel drafts at all corners 
of the gate-house dam and other corners, and of preparing 
the rock faces ; but if any six-cut or rough-pointed work is 
ordered in connection with this class of masonry it shall be 
paid for at he prices therein stipulated for such work. 

The face bond iliust not show less than 12 inches lap, 
unless otherwise permitted. 

The pointing of the faces to be thoroughly made with pure 
Portland cement after the whole structure is completed ; unless 
otherwise permitted, every joint to be raked out therefor to a 
depth of at least two inches, and, if the engineer is satisfied 
that the pointing at any place is not properly made, it must be 
taken out and made over again. 

Granite dimension stone masonry must be made of first- 
class granite of uniform color, free from all seams, discolora- 
tion and other defects, and satisfactory to the chief engineer. 

It is to be used for the gate openings in the gate chamber, 
for the coping of the dam, for the gate-house superstructures 
and for the crest and first step of the overflow, and at any other 
place that may be designated by the engineer. 

The stones shall be cut to exact dimensions, and all angles 
and arrises shall be true, well defined and sharp. 

All beds, builds and joints are to be dressed, for the full 
depth of the stone, to surfaces, allowing of one quarter (^) 
inch joint at most. No plug hole of more than 6 inches across 



SPECIFICATIONS FOK STONE MASONRY. 169 

or nearer than 3 inches from an arris is to be allowed, and in 
no case must the aggregate area of the plug-hole in any one 
joint exceed onequarter of its whole area. 

The stone shall be laid with onequarter (j{) inch joints, 
and all face joints shall be pointed with mortar made of clear 
Portland cement, applied before its first setting. All joints to 
be raked out to a depth of two inches before pointing. 

The pointing of all masonry, including the faces of the 
main body of the dam and of the center walls which are below 
the ground, is to be done thoroughly with Portland cement 
mortar, mixed clear where used for all exposed faces of brick 
and cut stone masonry of all kinds (including the rubble 
facing) ; and mixed for other work in such proportion as the 
engineer shall determine. The cost of all pointing is to be 
included in the price stipulated for the masonry to which it is 
applied. 

The exposed faces of the cut stone are to be finished in 
various ways, in accordance with the various positions in which 
they are placed. They shall be either left with a rock or 
quarry face, rough-pointed, or fine hammered (six-cut Work). 

The various classes of face dressing must be equal in 
quality and appearance to those on the sample in the office of 
the chief engineer. 

In rock face work the arrises of the stones inclosing the 
rock face must be pitched to true lines ; the face projections to 
be bold, and from 3 to 5 inches beyond the arrises. The 
anofles of all walls on structures havinsr rock faces are to be 
defined by a chisel draft not less than i^ inches wide on each 
face. 

In rough-pointed work, the stones shall at all points be full 
to the true plane of the face, and at no point shall project 
beyond more than j^ inch, the arrises to be sharp and well 
defined. Each stone to have its arrises well defined by a chisel 
draft, which is included in the price for rough-pointed dressing. 

In fine hammered work the face of the stones must be 
brought to a true plane and fine dressed, with a hammer having 
six blades to the inch. 

In measuring cut stone masonry, when the stones are not 
rectangular, the dimensions taken for each stone will be those 
of a rectangular, cubical form which will just inclose the neat 
lines of the same. The price herein stipulated for granite 
dimension stone masonry is to cover the cost of preparing the 
rock faces, of making the chisel drafts, and of preparing all 
holes and recesses and grooves. 

No payment will be made for cutting grooves and recesses 
other than the price paid for the dressing of their surfaces, 
which are to be fine hammered. 



170 



ENGINEERING SPECIFICATIONS. 



For rough-pointed and fine hammered (six-cut) dressing, 
a price per square foot of dressing will be paid in addition to 
the price per cubic yard of masonry, viz. : 

For rough-pointed dressing, the price stipulated in clause 
O, item (/), and for fine hammered (six-cut) dressing, the 
price stipulated in clause O, item (j). 

The exposed parts of the cut stone are generally to be 
prepared with rock face. 

The inside surfaces and copings are generally to be 
rough-pointed. 

All the gateways, grooves, sills, floors, and all other 
surfaces designated by the engineer are to be fine hammered. 

A. F. 

132. Specification for First-class Bridge Ma- 
sonry. The following specification for first-class bridge 
masonry represents the current practice of one of the leading 
American engineers: 

Masonry — The stone to be used shall be the best quality 
of limestone from the quarries, except the nose stones for the 
curved upstream starlings of Piers I, II and III, one stone to 
each course shall be granite. 

The stone must be strong, compact and of uniform quality 
and appearance and free from any de;,fects which in the judg- 
ment of the engineer may impair its strength or durability. 

No course shall be less than i6 inches in thickness and no 
course, except the coping, shall be thicker than the one 
beneath it. 

Each bed of every stone shall measure at least thirty-six 
inches in each direction, except that where the thickness of the 
course is less than twenty-four inches the bed need not exceed 
one and one half times the thickness of the stone. 

The bottom bed shall always be the full size of the stone 
and no stone shall have an overhanging top bed. 

Stretchers shall not be less than four feet nor more than 
seven feet long and stretchers of the same width shall not be 
placed together vertically, but this shall not apply to the ends 
of stretchers where headers come centrally between stretchers. 

Headers shall be at least four feet long and shall be at 
least three quarters their full width for the whole length. There 
shall be at least two headers on each side of every course 
between the shoulders. 

At least two stones on one side of each course shall reach 
through to the stone on the other side. 

The joints of the face stones shall be cut twelve inches back 
from the face. 



SPECIFICATIONS FOR STONE MASONRY. 171 

The beds and the joints shall be cut to within one quarter 
of an inch of a true plane. The depressions below this plane 
shall not be more than one tenth of the v.'hole surface. 

The vertical joints shall not average more than three eighths 
of an inch and shall not exceed one half. Thin horizontal 
mortar joints will not be insisted on, but every stone shall be 
set in a full bed of mortar and brought to a proper bearing- 
with wooden mauls, no levelers being allowed. 

All stones must be carefully cleaned and wet before set- 
ting, and no mortar beds shall be laid until the course below 
has been cleaned and wet. 

The beds and joints of all face stones shall be cut to true 
pitch lines. 

The face of the upstream cutwaters of Piers 1 and II shall 
be fine pointed work with no projections exceeding one half 
inch. 

The coping shall be two feet thick with a bush-hammerep 
face throughout and be cut with a wash as shown on the plans. 

A four inch draft line shall be cut on all vertical angles". 

All other portions of the piers shall have a rough quarry 
face with no projections exceeding three inches, the quarry face 
to average at least one and one half inches from the pitch line 
of the joints and never be run back of such pitch line. 

No grab holes shall be made in the face of the coping or 
on the pointed work of the cutwater. 

The stones of the curved upstream starlings of Piers II and 
III shall be doweled into those of the course below with one 
and one eighth inch steel dowels extending six inches into each 
course, these dowels to be placed about ten inches back from 
the face and seven inches on each side of each joint. The 
stones of the upper course shall be drilled through before set- 
ting after which the hole shall be extended six inches into the 
lower course, a small quantity of mortar shall be put into the 
hole, the dowel dropped in and the hole filled with mortar and 
well rammed. 

The coping shall be cut with close joints throughout the 
whole pier and each stone under the bridge seat shall go com- 
pletely across the pier. 

The joints in the two courses below the coping in all piers 
shall be cramped with cramps of one inch round iron, sixteen 
inches long, the ends four inches into each stone. 

The backing shall be composed of stones of the same 
thickness as the face stones and with beds cut in the same 
manner as required for the face stones. The spaces between 
the large stones shall not occupy more than one fifth of the 
entire area of the pier inside of the face stones and these spaces 
shall be filled with good rubble masonry carefully laid up on 
full mortar beds and well rammed. 



172 



ENGINEERING SPECIFICATIONS. 



All face stones shall be laid in Portland cement mortar 
two parts of sand to one of cement. The backing shall be laid 
in natural cement mortar, two parts of sand to one part of 
cement. 

The Portland cement shall be an imported cement, equal 
in quality to O. F. Alsen & Sons' best quality, natural cement 
shall be equal to the best grades of Louisville cement. At 
least 88 per cent, shall pass through a sieve of 350 meshes per 
square inch. Each carload shall be treated as a separate lot. 
Samples shall be mixed separately and formed into briquettes 
which shall be kept one day in air and six days in water and 
then broken. When broken they shall have an average tensile 
strength of at least eighty pounds per square inch and a mini- 
mum of at least seventy pounds. None of the briquettes shall 
crack or blow while in water. The tests shall be made in the 
manner usual on works under charge of the same chief engineer. 

When the masonry is laid up in freezing weather the back- 
ing shall be laid in Portland cement, three parts of sand and 
one part of cement, and such other precautions taken against 
freezing as the engineer may direct. 

The joir.ts of the face stones shall be picked out and 
pointed in mild weather with one part of sand and one part of 
Portland cement which sh:ill be driven in with a calkintj iron. 

The masonry of the pivot pier will be built hollow, the 
central opening to be of cylindrical shape and 24 feet in diani- 
ter, the interior face of the masonry to be rough and everv 
fovuth stone to project at least one foot from the general 
interior surface. This central space shall be filled with con- 
crete. 

The upper three feet of the filling of the pivot pier shall 
be made of Portland cement concrete, the center of the pier to 
finish six inches above the masonry coping, the top to be fin- 
ished with a granitoid surface two inches thick. The anchor 
bolts to secure the center casting of the turntable shall be set 
before the concrete is completed, and the concrete filled around 
it. G. S. IVJ. 



SPECIFICATIONS FOR STREET PAVEMENTS 

AND MATERIALS. 



133. Specifications for Paving Brick. The essen- 
tial properties of a good paving brick are : ((2) Strength to 
resist cross breaking; (<^) strength to resist crushing ; (c) tough- 



T'.> 



SPECIFICATIONS FOR STREET PAVEMENTS, ETC. 17) 

ness or streng-th to resist shocks and blows; (c/) it must be 
comparatively non-absorbent. Any brick which possesses these 
qualities in a high degree will also resist abrasion or wear sat- 
isfactorily. 

The above four qualities c;an be determined very accura'cly 
by laboratory tests. The author h ts had a large experience in 
testing paving brick for these qualities, and offers the following 
S|Decification as one which can be readily fulfilled, without lim- 
iting the competition overmuch, and, therefore, without adding 
appreciably to the cost. 

Pavincr Brick. 



b 



Bidders must submit not less than 20 samples of the brick 
which they propose to use upon the work, at least ten days pre- 
vious to the letting of the contract. Ten of these brick will be 
submitted to the following tests at the expense of the bidder, 
the r.^maining ten supplied by the successful bidder will be 
retained as samples for comparison until the work is completed. 

The brick shall be what is known as paving brick, made 
from a suitable quality of shale, and burned to a uniform con- 
consistency throughout, but not to the degree of actual vitrifac- 
tion.* The tests to which the brick shall be subjected are as 
follows: 

(^a) Cross breaking. Five brick will have their top and 
bottom faces, as laid edgewise upon the street, ground to per- 
fectly true and parallel planes. They shall then be supported 
edgewise on rounded knife-edges seven inches apart, and loaded 
in the center to rupture. The total breaking load in this test, 
divided by the thickness of the brick (top width as laid in pave- 
ment) shall give a result of not less than 3000 pounds, this 
being the strength of the brick per inch in width when laid in 
the pavement.! 

*IIere might follow any desired description of the size, dimensions, roundiny- of 
edges, etc. 

■fTnis method of reducing cross breaking strength to strength per inch in width 
givgs a great advantage to the deeper grades of brick, but this is an advantage which 
sv.ch bricks are properly entitled to. It evidently would not be fair to compute trom this 
test the tensile strength of the brick per square inch, that is to say to obtain the cross 
breaking modulus of rupture by the ordinary formula, and use this function in making 
the comparison, since in this case no advantage would accrue to the deeper brick. The 
shallow brick being able to show as great a strength per square inch as the deeper brick. 
It is true the brick as tested after having been ground down have not their normal width, 
Init it is probable that on the average one set of samples of brick will have been reduced 
in width about the same as the average of any other sample in the process of grinding 
down. Therefore it is thought the specification here given is both fair and adequate to 
determine the strongest brick against cross breaking when used in a pavement. 



174 



ENGINEERING SPECIFICATIONS. 



((^) Crushing. One end of each brick, after having 
been broken as above, shall then be tested in crushing. For 
this purpose it shall be dressed approximately to two inches 
square and a height equal to the width of the brick, which is 
approximately four inches. This makes a crushing specimen 
two inches square, of four inches cross-section, and nearly four 
inches high, which is tested w^ith the load parallel to the longer 
longer dimension, these top and bottom surfaces having been 
ground to true planes as described above. In other words, the 
brick is tested for crushing by applying the load edgewise upon 
the brick, or as it will be applied in the pavement. When 
tested in this manner the brick shall show a crushing strength 
of not less than 12,000 pounds per square inch.* 

(c) Impact Test. For this test five entire bricks of each 
sample shall be placed in a tumbler or rattler, along with ten 
cast iron brick with rounded edges, weighing six pounds each. 
These materials shall not be accompanied by any kind of cush- 
ioning material or any other matter whatever. The rattler shall 
then be revolved for thirty minutes at a speed of thirty revolu- 
tions per minute. The bricks are weighed before they are put 
in and after they have been removed, and the loss in weight 
found. This last divided by the original weight gives the per- 
centage of loss. The average percentage of loss of the five 
brick shall not exceed twenty per cent.f 

(^) Absorption. The five brick which have been tested 
for resistance to impact shall be broken across and then dried 
for four hours, at a temperature of not less than 212 ^ F. and 
then weighed. They shall then be soaked in water for twenty- 
four hours (or forty-eight hours) and when removed from the 

*The author has tested paving brick in this way that has had a strength of over 
25,000 pounds per square inch, and the 12,000 pound minimum limit is readily complied 
with by many makers of paving brick. A crushing test of paving brick by applying 
the load to the side of the brick, or testing the brick flatwise, is very deceptive, inas- 
much as the specimen is too short in the direction of the stress to allow failure to occur 
in a normal manner. Even cubical forms are theoretically much too short. A 
crushing test specimen should always have the length in the direction of the load nearly 
twice that of its least lateral dimension, in order to obtain a normal failure. This 
height is necessary, since the theoretical angle of rupture of such materials when fric- 
tion is taken into account, is 45 degrees plus one half the angle of repose, the 
tangent of which is the coefficient of friction. This makes the angle of rupture about 
58 degrees to 60 degrees with the horizontal, instead of 45 degrees, as is commonly stated 
in the text books, where friction is neglected. 

jThis test is a very severe one, but one of the most valuable to which paving brick 
can be subjected. If the brick resists this test satisfactorily, it may be relied on to 
resist the abusive action it will receive in a street pavement. This should not be called 
an abrasion test, since the loss here suffered is not due to wear, but is wholly due to 
chipping and breaking off under impact. It, therefore, can not be compared with the 
ordinary abrasion tests of brick where small castings are used and the treatment con- 
tinued for a long period. In this latter case the loss of weight is due to abrasion proper. 
But since a brick pavement does not wear out in this way, but chips off and breaks 
up, it is thought the proper test is an impact test, such as above described, rather than 
an abrasion test. 



SPECIFICATIONS FOR STREET PAVEMENTS, ETC. 175 

water they shall be wiped dry with a towel, and again weighed. 
The increase in weight divided by the original or dry weight 
gives the percentage of water absorbed. This test shall indi- 
cate an absorption of less than two per cent, (or three per 
cent.* 

Average Results. It is to be understood that in each of 
the tests described above the standard of requirement is to be 
applied to the average result from five specimens, these aver- 
ages being within the requirements. It is also to be understood 
that no one specimen shall fall without the requirement by more 
than 40 per cent., and in case either the average does not come 
up to the requirement, or any one test fails of the requirement, 
by more than 40 per cent., the entire sample of twenty brick 
shall be rejected and not allowed to enter the competition ; or 
the bidder will be allowed to submit other twenty samples at 
his option. 

The average result of the four tests made on each sample 
will be indicated by the sum of four characteristic numbers, cor- 
responding to their respective tests, these four characteristic 
numbers being derived as follows: 

1. The characteristic number for the cross breaking test 
shall be the cross breaking strength in pounds per inch in width 
divided by 1,000. 

2. The characteristic number for the crushing test, shall 
be the crushing strength in pounds per square inch divided by 
4,000. 

3. The characteristic number for the impact test shall be 
twenty-five minus the percentage of loss of weight sustained in 
this test. 

4. The characteristic number for the absorption test shall 
be three minus the percentage of absorption. 

In case the characteristic numbers found for the impact and 
absorption tests prove to be negative, they are to be subtracted 
from the sum of the other characteristic numbers, or added to 
them negatively. In other words the algebraic sum of these 
four characteristic numbers shall form the basis for determining 
which brick has sustained the best test. 

Thus, if the average cross breaking strength were 3,500 
pounds per inch in width, its characteristic number would be 
3.50. If the average crushing strength were 15,000 pounds 

*While the test for absorption is not very important, and while the maximum limit 
is not well defined, the precentage of absorption does indicate something of the general 
character of the brick, and, therefore should be made. It should not, however, have 
equal weight with the other tests. Probably any absorption less than two or three per 
cent, would never prove a source of weakness in any brick. While, therefore, the two 
per cent, limit is specified above, probably three per cent, would not be objectionable. 
In making the absorption test, it is best to use the brick which have already been 
tested for impact. These have their outside faces largely removed, and will allow 
water free access to the interior portion of the substance of the brick. It is also well 
to break these brick in two before subjecting them to the moisture test. 



176 



ENGINEERING SPECIFICATIONS. 



per square inch, its characteristic number would be 3.75. If 
the average loss in weight in the impact test w^as 18.25 P^"" 
cent, the characteristic number of this test would be 6.75. If 
the average percentage of absorption was 1.50, the character- 
istic number for this test would be 1.50*, the sum of these 
characteristic numbers being 15.50. This becomes the total 
characteristic number, indicating the average value of this 
sample of brick. The sample giving the hiiihest total charac- 
teristic number as determined by the above rules, to be declared 
the brick which sustained the best test. 

While the particular numerical quantities chosen in the 

rules given above may not be the best to use, the writer believes 

these rules fairly represent the proper method to be employed 

in arriving at the best average tests. 

134. Specifications for Brick Paving. The specifi- 
cations in this and the following articles for various kinds of 
wearing surfaces of street pavements are taken from the stand- 
ard specifications used in the city of St. Louis. In these 
specifications all the general clauses and also all detailed 
description of the grading, curb, gutter, and foundation will be 
omitted, since it is the intention to include in them only that 
portion of the specification describing the wearing surface. 

In this specification for brick pavement, after describing 
the curbing, preparation of the roadbed, which involves a 
thorough rolling with a steel roller, weighing not less than ten 
tons, or three hundred pounds per lineal inch of roller ; also 
the concrete foundation of six inches in depth, the following 
specification is given for 

WEARING SURFACE. 

Upon the foundation of concrete shall be laid a bed of 
coarse sharp sand free from loam or vegetable matter one and 
one half (i)^) inches in thickness when compacted to serve as 
a bed for the bricks, which will be laid directly upon and 
imbedded in it, with clobe end and side joints. Upon this base 
of sand a pavement of the best quality of vitrified paving brick 
shall be laid. The brick shall not be less than seven and one 

*This indicates how the absorption test can be made to enter into the final total with 
a small weight, since it is not so important as the other tests. The impact test, on the 
other hand, is given a relatively large weight as it is of Uie greatest importance. 



SPECIFICATIONS FOR STREET PAVEMENTS, ETC. 177 

half inches, nor more than inches long, not less than 

two and one eighth inches, nor more than two and one half 
inches wide, not less than three and one half inches, nor more 
than four and one fourth inches deep. All paving brick must 
be homogeneous and compact in structure, free from loose 
lumps of uncrushed clay or from laminations caused by the 
process of manufacture or fire cracks or checks of more than 
superficial character or extent. All brick so distorted in burn- 
ing as to lay unevenly in the pavement shall be rejected. All 
brick shall be free from lime or magnesia in the form of peb- 
bles and shall show no signs of cracking or spalling on 
remaining in water ninety-six (96) hours. 

The brick shall have a specific gravity of not less than 2. 
They shall not absorb more than 3 per cent, of water when 
dried at 213 degrees Fahrenheit, and immersed for twenty-four 
hours in water. 

The bidders shall submit twenty-five samples of the brick 
they propose using. A portion of these bricks shall be sub- 
jected to such physical tests as the board of public improve- 
ments shall deem necessary,* and the remainder shall be retained 
as samples of the material to be furnished and used. Any brick 
which does not stand the tests satisfactorily will be rejected, and 
no bid contemplating the use of the rejected brick shall be 
entertained. Samples may be subm'tted by manufacturers, in 
which case the bidder proposing to use brick of such manufac- 
ture will not be required to submit samples. The quality of 
the brick furnished must conform to the samples presented by 
the manufacturers and kept in the office of the street commis- 
sioner. 

All brick may have a proper shrinkage but shall not differ 
materially in size from the accepted samples of the same make, 
nor shall they differ greatly in color from the natural color of 
the well burned brick of its class and manufacture. 

No bats or broken brick shall be used except at the curbs 
where nothing less than a half brick shall be used to break 
joints. The bricks to be laid in straight lines and all joints 
broken by a lap of at least two inches, to be set upon the sand 
in a perfectly upright manner as closely and compactly together 
as possible, and at right angles with the line of the curb, except 
at street intersections where they are to be laid as the street 
commissioner may direct. 

The pavement to be thoroughly rammed two or three 
times, as may be directed by the street commissioner, with a 
paver's rammer, weighing not less than seventy-five pounds, or 
a roadroller weighing not less than three nor more than six 
tons. 

* Tests similar to those described in the previous article are required. 

12 



178 ENGINEERING SPECIFICATIONS. 

All the joints in the pavement shall be completely filled 
with clean coarse river sand, and an additional layer of sand 
not less than one inch in depth shall be spread uniformly over 
the whole surface of the pavement. The joints may be filled with 
hot pitch or asphaltum, with some sand or gravel at bottom, or 
with cement grout, this latter being now(iS95)recommended in 
order to prevent the brick from chipping on the edges. On steep 
grades, however, this would give too smooth a surface. St. L. 

Following the above specification is a "maintenance 
clause," similar to that given in the following article, provid- 
ing for the maintenance of the pavement in good repair for a 
period of nine years. The contract price provided also for an 
annual sum to be paid for maintenance, and the bond given by 
the contractor covered the maintenance, as well as the original 

construction. 

The tests to which the brick are submitted under this 

specification are the same as those given in Art. 133. 

135. Specification for Asphaltum Pavement. 

After describing the preparation of the roadbed, curbing, 

concrete foundation, having a depth of five inches, etc., the 

following specifications of the asphaltum body and wearing 
surface are employed. 

BINDER. 

The second or binder course will consist of a fine bitumin- 
ous concrete composed of clean broken stone, slag or gravel, 
not exceeding one and one half (i^) inches in their largest 
dimensions, thoroughly screened, and asphaltic cement made 
from lake asphalt, as below described. The stone, slag or 
gravel, will be heated by passing through revolving heaters 
and thoroughly mixed by machinery with the asphaltic cement 
in the proportion of not less than fifteen gallons of the asphaltic 
cement to one (i) cubic yard of stone, slag or gravel. The 
mixture will be so made that the resulting binder has life and 
gloss without an excess of cement. Should it appear dull from 
over heating or lack of cement it will be rejected. This binder 
will be hauled to the work and spread on the base with hot 
iron rakes, and immediately rammed and rolled with hand and 
steam rollers while in a hot and plastic condition, until it has a 
thickness of one and one half (i^) inches. The upper 
surface will be made exactly parallel with surface of the pave- 
ment to be laid. 

WEARING SURFACE. 

Upon this binder course thus prepared shall be laid a 
wearing surface or pavement proper, the basis of which shall 



SPECIFICATIONS FOR STREET PAVEMENTS, ETC. 179 

be composed of lake asphalt unmixed with any of the pro- 
ducts of coal tar, of a nature and quality proved to be durable 
and proper by having been in successful use in roadway pave- 
ments in one or more cities of the United States for a period of 
at least two years and in an amount greater than five thousand 
square yards in each of said cities. 

The wearing surface shall be composed of — 

I St. Refined lake asphaltum. 

2d. Heavy petroleum oil. 

3d. Clean sharp sand. 

4th. Fine powder of carbonate of lime. 

Refined asphalt shall be smooth and free from lumps of 
unmelted pitch or organic matter not bituminous. It shall not 
at any time reach a temperature over 375 degrees Fahrenheit. 
The asphaltic cement shall be prepared from such refined 
asphalt as may be approved by the street commissioner, and 
suitable heavy petroleum oil or other approved solvent. 

The heavy p troleum oil, which may be the residum by 
distillation of the petroleum oils as found in the market, 
generally contains water, light oils, coke, and a gummy sub- 
stance soluble in water. This petroleum oil is freed from all 
impurities and brought to a specific gravity of from 18 degrees 
to 22 degrees Beaume, and a fire test of 250 degrees Fahrenheit. 

To the melted asphalt, at a temperature of not over 325 
degrees Fahrenheit, the oil, after having been heated to at 
least 150 degrees Fahrenheit, is to be added in suitable propor- 
tions to produce an asphalt cement. To accomplish this, from 
15 to* 21 pounds of oil per 100 of refined asphalt will be 
required. As soon as the oil has begun to be added, suitable 
agitation, be means of an air blast or other acceptable appli- 
ances, will commence and be continued till a homogeneous 
cement is produced. The appliances for agitation shall be 
such as to accomplish this in at least ten hours, during which 
the temperature shall be kept at from 290 degrees to 325 
Fahrenheit, and no higher. If the cement then appears homo- 
geneous and free from lumps and from inequalities, as shown 
by samples from different parts of the still, it may be used. 
Should it not prove homogenous, such deficiencies as may 
exist shall be corrected by the addition of hot oil or melted 
asphalt, in the necessary proportion. 

They shall be mixed in the following proportions by 
weight: 

Pure asphalt . . 100 parts. 

Heavy petroleum oil 15 to 20 parts. 

The asphaltic cement being made in the manner above 
described, the pavement mixture shall be formed of the follow- 
ing materials, and in proportion stated : 



180 ENGINEERING SPECIFICATIONS. 

Asphaltie cement from 12 to 15 

Sand " 83 " 70 

Pulverized carbonate of lime *' 5 " 15 

100 100 

Limestone dust shall be an impalpable powder of carbonate 
of lime, the whole of which will pass a 30-mesh screen, and at 
least 75 per cent, pass a lOO-mesh screen. 

The sand and asphaltie cement are heated separately to 
about three hundred degrees Fahrenheit. The pulverized 
carbonate of lime, while cold, is mixed w^ith the hot snnd in 
the required proportions, and is then mixed with the asphaltie 
cement at the required temperature, and in the proper propor- 
tion, is a suitible apparatus, which will effect a perfect 
mixture. 

The pavement mixture, prepared in the manner thus 
indicated, shall be laid on the foundation. It shall then be 
carefully spread, by means ol hot iron raises, in such manner 
as to give a uniform and regular grade, and to such depth th.it 
after having received its ultimate compression, it shall have a 
thickness of two inches. The surface shall then be compresse.l 
by rollers; after which a small amount of hydraulic cement 
shall be swept over it, and it shall then be thoroughly com- 
pressed by a steam roller, weighing not less than ten (10) tons, 
in order to get a thoroughly compressed wearing surface, the 
rolling being continued as long as it makes an impression on 
the surface. 

The powered carbonate of lime shall be of such degree of 
fineness that 5 to 15 per centum by weight of the entire mix- 
ture for the pavement shall be an impalpable powder of lime- 
stone, and the whole of it shall pass a No. 26 screen. The 
sand shall be of such size that none of it shall pass a No. So 
screen, and the whole of it pass a No. 10 screen. 

In order to make the gutters, which are consolidated but 
little by traffic, entirely impervious to water, a width of twelve 
inches next the curb shall he coated with hot pure asphalt and. 
smooth with hot smoothing irons, in order to saturate the pave- 
ment to a certain depth with an excess of asphalt. 

TOOLS AND SAMPLES OF MATERIALS. 

The contractor shall furnish and have on the line of work 
at all times, a complete and. sufficient plant of tools, rollers, 
carts, etc., as may be determined by the street commissioner, 
to carry on the work in an expeditious and workmanlike 
manner, also furnish samples of the crude lake asphalt to be 
used in the work, properly labeled, also samples of the A'earing 
surfaces as prepared for use, and the statement of the amount 
of each material used in making up the pavement mixtures, 
when called for by the street commissioner. 



SPECIFICATIONS FOR STREET PAVEMENTS, ETC. 181 

In order that the asphalt may be fully tested, each bidder 
must deposit with the street commissioner, at least three days 
before making his bid, samples ot materials he intends to use, 
tosether with certificates and statements as follows: 

I St. A specimen of the crude asphaltum not less than 
five (5) pounds in weight with a certificate stating the place 
from whence the asphaltum was taken. 

2d. A specimen of the asphaltic cement not less than 
five (5) pounds in weight with a statement of its composition, 
and also a statement of the composition of the proposed wear- 
ing surface. 

3d. A sample of the pavement surface showing the 
Asphalt after two years' actual use in a street, said sample be 
not less than one foot square and to be accompanied by a cer- 
tificate from the proper city official showing the time during 
which said pavement has been in use on the street on which it 
was laid, and the certificate shall further show that the pave- 
ment from which the sample is taken, or similar pavement, has 
been in successful use on one or more roadways in said city for 
a period longer than two years, and in an amount greater than 
five thousand (5000) square yards. 

4th. A statement of the location and the capacity in 
square yards per day of the works or factory where the paving 
material is to be prepared. 

Specimens must be furnished to the street department as 
often as may be required during the progress of the work. 

MAINTENANCE. 

The said , party of the first part, expressly guar- 
antees to maintain at grade and surface in good order the 
aforesaid work of reconstruction throughout and at the end of 
the full period of nine years, commencing one year after the 
said work of reconstruction is completed and accepted, and 
binds himself, his heirs and assigns to make all repairs which 
may from any imperfection in said work or materials or from 
any rotting, crumbling or disintegration of the materials, 
become necessary within that time ; and the party of the first 
part shall, whenever notified by the street commissioner that 
repairs are required, at once make such repairs at his own 
expense, and if they are not made within the proper time, the 
street commissioner shall have power to cause such repairs to 
be made, and the cost thereof shall be paid out of the fund 
provided for the payment of contracts for street maintenance, 
and the amount shall be deducted from any money then due 
under the contract, or which may thereafter become due. At 
the end of the nine-vear period the street commissioner must 
determine whether or not the street is in good order at grade 
and surface, and the principal and his sureties under this con- 



182 



ENGINEERING SPECIFICATIONS. 



tract shall not be discharged from liability on their maintenance 
bond hereunder until the street commissioner shall so determine 
and certify thereto in writing to the principal under this con- 
tract. And it is further expressly agreed, that if at any time 
during the term for which the contract for the maintenance of 
the above street is in force, the pavement of said street, or any 
part thereof, has deteriorated to such an extent as to require, 
in the opinion of the board of public improvements, reconstruc- 
tion, the street commissioner shall, with the approval of the 
board of public improvements and of the mayor, notify the 
contractor that reconstruction is necessary, and the contractor 
shall, within three months after receiving such notice, recon- 
struct the whole or such part of the pavement with the same 
kind of material as heretofore applied, or with some other 
material approved by the board of public improvements. And 
if the contractor fails to reconstruct the street within three 
months after having been notified, the board of public 
improvements may, with the approval of the mayor, cancel the 
contract and relet the w^ork of reconstructing the pavement, 
and that the cost of such reconstruction shall be paid by the 
city and the amount collected by suit from the contractor or his 
sureties, not to exceed fifteen dollars per square of pavement, 
included in the contract. 

And it is further agreed that whenever any repairs of the 
street are made necessary from the construction of sewers, the 
laying of pipes or telegraph wires, or from any other disturb- 
ance of the pavement by parties acting under permits issued by 
the city, the contractor shall, on notification from the street com- 
missioner, immediately make all necessary repairs in conformity 
with the specifications for this class of work. The cost of all 
such repairs, exclusive of trenching and back filling, which shall 
be done by the parties who hold the permits, and in the same 
manner as now required by existing ordinances, shall be paid 
for at the full contract price for a superficial square of new 
pavement out of the fund set apart for the payment of con- 
tracts for the maintenance of streets, and the amount shall be 
certified by the street commissioner to the auditor, who shall 
reimburse, by transfer, the aforesaid fund from the funds of the 
proper department, if the repairs were made necessary by the 
construction of any public improvement; and out of the funds 
to be deposited by persons obtaining permits for opening 
streets before such permits are granted, if the repairs are made 
necessary by work done under such permits. And it is agreed 
that the contractor shall have the right to make all repairs 
which become necessary by the construction of any public 
improvement or work done by private parties under permits 
given by the city. St. L. 



SPECIFICATIONS FOR STREET PAVEMENTS, ETC. 183 

136. Speciflcation for Asphalt Pavement. The 
following specification for asphalt pavement was prepared in 
1893, by Mr. A. P. Boiler, of New York City, for such a 
pavement upon the new Harlem river bridge at 155th st., New 
York. It probably embodies the latest and most approved 
methods of making such a pavement, and so far as it is appli- 
cable to ordinary street pavements, it might be followed with 
advantage. 

The sub-surface must then be brought to a uniform grade 
and cross-section not to exceed a crown of three inches in width 
of roadway by filling all depressions w^ith a fine bituminous 
concrete or binder, to be composed of clean, broken stone not 
exceeding one inch in their largest dimensions, thoroughly 
screened, and coal tar residuum, commonly known as No. 4 
paving composition. 

If required by the department of public parks, clean, sharp 
sand may replace a portion of the broken stone. 

The stone or stone and sand must be heated by passing 
through revolving heaters, and thoroughly mixed by machinery 
With the paving composition in the proportion of one (i) gal- 
lon of paving composition to one (i) cubic foot of stone. 

This binder must be hauled to the work and spread 
with hot iron rakes in all holes or inequalities and depressions 
below the true grade of the pavement, to such thickness that 
after being thoroughly compacted by tamping and hand rolling 
the surface shall have a uniform grade and cross-seclion, and 
the thickness of the binder at any point shall be not less than 
three quarters of an inch. 

The upper surface shall be exactly parallel with the surface 
of the pavement to be laid. 

Upon this foundation must be laid the wearing surface or 
paving proper, the basis of which or paving cement must be 
pure asphaltum, unmixed with any of the products of coal tar. 

The wearing surface must be composed of: — 

1. Refined asphaltum. 

2. Heavy petroleum oil. 

3. Fine sand, containing not more than one per centum 
of hydro-silicate of alumina. 

4. Fine powder of carbonate of lime. 

The asphaltum must be specially refined and brought to a 
uniform standard of purity and gravity of a quality to be 
approved by the engineer. 

The heavy petroleum oil must be freed from all impurities 
and brought to a specific gravity of from eighteen to twenty 



184 ENGINEERING SPECIFICATIONS. 

two degrees Beau me, and a fire test of two hundred and fifty 
degrees Fahrenheit. , 

From these two hydro-carbons shall be manufactured an 
asphaltic cement which shall have a fire test of two hundred 
and fifty degrees Fahrenheit, and at a temperature of sixty 
degrees Fahrenheit shall have a specific gravity of 1.19, said 
cement to be composed of one hundred parts of pure asphalt 
and from fifteen to twenty parts of heavy petroleum oil. 

The asphaltic cement being made in the manner above 
described, the pavement mixture will be formed of the follow- 
ing materials, and in the proportions stated: 

Asphaltic cement . from 12 to 15 

Sand from 83 to 70 

Pulverized carbonate of lime from 5 to 15 

The sand and asphaltic cement are to be heated separately 
to about three hundred degrees Fahrenheit. The pulverized 
carbonate of lime, while cold, shall be mixed with the hot sand 
in the required proportions, and then mixed with the asphaltic 
cement at the required temperature, and in the proper propor- 
tion, in a suitable apparatus, which will effect a perfect mixture. 

The pavement mixture prepared in the manner thus indi- 
cated must be brought to the ground in carts at a temperature 
of about two hundred and fifty degrees Fahrenheit, and if the 
temperature of the air is less than fifty degrees, iron carts, with 
heating apparatus, must be used in order to maintain the proper 
temperature of the mixture; it shall then be carefully spread 
by means of hot iron rakes, in such manner as to give a uni- 
form and regular grade, and to such depth that after having 
received its ultimate compression, it will have a thickness of 
two inches at crown of roadway, tapering off, if required, to 
about one inch at gutters. The surface shall then be com- 
pressed by hand rollers, after which a small amount of 
hydraulic cement shall be sw^ept over it, and it shall then be 
thoroughly compressed by a steam roller weighing not less than 
two hundred and fifty pounds to the inch run ; the rolling to be 
continued for not less than five hours for every one thousand 
yards of surface. 

The powdered carbonate of lime must be of such degree of 
fineness that five to fifteen per centum by weight of the entire 
mixture for the pavement shall be of an impalpable powder of 
limestone, and the whole of it shall pass a No. 26 screen. The 
sand must be of such size that none of it shall pass a No. So 
screen, and the whole of it must pass a No. 10 screen. 

In order to make the gutters, which are consolidated but 
little by traffic, entirely impervious to water, a width of twelve 
inches next the curb must be coated with hot, pure asphalt 
and smoothed with hot smoothing irons in order to saturate the 
pavement to a certain depth with an excess of asphalt. 



SPECIFICATIONS FOR STREET PAVEMENTS, ETC. 18'5 

If rock asphalt be used, it must be natural bituminous 
limestone rock: (i) from the Sicilian mines at Ragusa, equal 
in quality and composition to that mined by the United Lim- 
mer and Ver Wohle Rock Asphaltc Comj^any, Limited; (2) 
from the Swiss mines at Val de Travers, equal in quality and 
composition to that mined by the Neuchatel Rock and Asphalte 
Company, Limited, or (3) from the French mines at Seysscl, 
equal in quality and composition to that mined by the Com- 
pagnie Generale des Asphaltes de France, and it shall be pre- 
pared and laid as follows: 

(i) The lumps of rock shall be finely crushed and pul- 
verized, the powder shall then be passed through a fine sieve. 
Nothing whatever shall be added to or taken from the powder 
obtained by grinding the bituminous rock. The povvder sliall 
contain from nine to twelve per cent, natural bitumen, eighty 
eight to* ninety one per cent, pure carbonate of lime, and must 
be free from quartz, sulphates, iron pyrites, or aluminum. (2) 
This powder shall be heated in a suitable apparatus to two 
hundred or two hundred and fifty degrees P'ahrenheit, and 
must be brought to the ground at such temperature in carts 
made for the purpose, and then carefully spread on the foun- 
<lation previously prepared, to such depth that, after having 
received its ultimate compression, it will have a thickness of 
two inches. (3) It shall be skillfully compressed by heated 
rammers and rolled until it shall have the required thickness 
of two inches. (4) The surface to be rendered perfectly even 
by heated smoothers, and to be rolled with a steam roller 
weighing not less than two hundred and fifty pounds to the 
inch run, the rolling to continue for not less than five hours for 
each one thousand yards of surface. A. P. B. 

137. Specification for Granite Pavement. The fol- 
lowing specification for granite pavement is that used in the city 
of Milwaukee so far as the granite paving is concerned. These 
granite blocks are laid upon a concrete foundation six inches 
thick, and this latter upon a carefully prepared surface which 
has been thoroughly rolled with a heavy roller. The concrete 
is made of natural cement one part, sand two parts, and broken 
stone five parts. On this is spread a sand cushion two inches 
thick when compacted, on which the granite blocks are laid. 

Granite Block Paving. The blocks must consist of a hard 
granite uniform in grain and texture, without lamination or 
stratification and free from excess of niica or feldspar. Neither 
hard basaltic stone that will take a smooth polish under traffic, 



186 ENGINEERING SPECIFICATIONS. 

nor soft or weather worn stones nor syenite will be accepted. 
The blocks must by rectangular in form, of not less than three 
(3) nor more than four and one half (4 ^) inches in thick- 
ness, nor loss than six (6) or more than seven (7) inches in 
depth, nor less than eisfht (S) or more than twelve (12) inches in 
length, and so split and dressed with fair and true surfaces on top. 
bottom and ends so that' when laid close together the end joints 
will fit close together, and the side joints will not exceed three 
fourths (><+) inch in width. The blocks will be imbedded in 
the sand bed and laid at right angles to the line of the street, 
except at street and alley intersections, where the same will be 
laid at an angle of about 45 degrees with the line of the street. 
The stone will be laid close tosrether with the ton surface 
smoothly conforming to the crown of the street. Each course 
is to be of uniform width, with each longitudinal joint broken 
by a lap of not less than two inches. The blocks are to be 
immediately covered with sufficient, clean, fine, hot, screened 
gravel to fill the joints, to not more than 3 ^^ inches from the 
top after which the blocks will be tamped with a heavy paver's 
ram to a firm, unyielding and uniform smooth surface. The 
joints will then be filled fiush with top of pavement with a hot 
paving cement obtained by direct distillation of coal tar, imme- 
diately after which fine, dry, hot gravel will be run ir.to the 
joints. Not less than three (3) gallons' of paving cement shaU 
be used to each square pard of pavement.* M. 

138. Specification for Granitoid Sidewalks. Side- 
walks made after the following specifications are now exclusively 
used in St. Louis, and have been in use in that city for many 
years. Where granite can be obtained at a reasonable price, it 
is thought this composition is more durable and satisfactory for 
sidewalks than any other material or mixture which has ever 
been used. The making of these sidewalks has grown to be a 
very large industry in St. Louis and the price has been gradu- 
ally reduced because of the great amount of this kind of work 
done, until in 1S95, the total cost of removing old pavement, 
regrading, laying the foundation and pavement as here described 
in the most approved manner, and strictly in accordance with 
this specification is from eighteen to twenty cents per square 
foot for the "ordinary single flagging.'* 

♦This treatment of the joints is especially satisfactory. — Author. 



SPECIFICATIONS FOR STREET PAVEMENTS, ETC. 187 

The sidewalks shall be of three sepnrnte and distinct thick- 
ness and kinds, and shall be classified as follows: ''Ordinary 
Single Flaggixg," "Extra Double Thick Flagging," and 
"Driveway OR Entrance Flagging," and siall be laid in 
the different localities within the above described limits at the 
discretion of the street commissioner, who shall determine which 
of the above named kinds shall be laid. 

Preparation of Bed. The sidewalks shall be excavated 
and shaped to the proper depth and grade as directed by the 
street commissioner, and all the refuse material therefrom shall 
belong to the contractor and shall be promptly removed from 
the line of work. 

Ordinary Single Flagging. After the shaping is done a 
foundation of cinders not less than eight (S) inches thick shall 
be placed upon the subgrade, which shall be well consolidated 
by ramming to an even surface, and which shall be moistened 
just before the concrete is placed thereon. 

After the sub-foundation has been finished the artificial 
stone flagging shall be laid in a good workmanlike manner. 

The same to consist of two parts: ist. A bottom course 
to be three and one half (3^) inches in depth. 2d. A finish- 
ing or wearing course, to be one half (7-2) inch in depth. 

The bottom course shall be composed of crushed granite 
and the best Portland cement, equal to the Dyckerhoff brand, 
and capable of withstanding a tensile strain of' 400 pounds to 
the square inch alter having been threj hours in air and seven 
days in water, and shall be mixed in the proportion of one part 
cement to three parts of crushed granite. 

The crushed jj^ranite shall consist of irregular, sharp-edged 
pieces, so broken that each piece will pass through a three 
fourths (^) of an inch ring in all its diameters, and which 
shall be entirely free from dust or dirt. 

The crushed granite and the cement in the above mentioned 
proportions shall first be mixed dry, then sufficient clean water 
shall be slowly added by sprinkling, while the material is con- 
stantly and carefully stirred and worked up, and said stirring 
and mixing shall be continued until the whole is thoroughly 
mixed. 

This mass shall be spread upon the sub-foundation and 
shall be rammed until all the interstices are thoroughly filled 
with cement. 

Particular care must be taken that the bottom course is well 
rammed and consolidated along: the outer edsfes. 

After the bottom course is completed, the finishing or 
wearing course shall be added. This course to consist of a 
stiff mortar composed of equal parts of Portland cement and 
the sharp screenings of the crushed granite, free from loamy or 
earthy substances, and to be laid to a depth of one half (^) 



188 ENGINEERING SPECIFICATIONS. 

of an inch and to be carefully smoothed to an even surface, 
which, after the first setting takes place, must not be disturbed 
by additional rubbing. 

When the pavement is completed it must be covered for 
three days and be kept moist by sprinkling. 

Extra Double lliick Flagging. After the grading and 
shaping is done, a foundation of cinders not less than six (6) 
inches thick shall be placed upon the subgrade, which shall be 
well consolidated by ramming to an even surface and which 
shall be moistened just before the concrete is placed thereon. 
After the sub-foundation has been finished the artificial stone 
flagging shall be laid in a good, workmanlike manner. 

The same to consist of two parts: ist. A bottom course 
to be five (5) inches in depth. 2d. A finishing or wearing course 
to be one (i) inch in depth. 

The bottom course shall be composed of crushed granite 
and the best Portland cement equal to the Dyckerhoif brand, and 
capable of withstanding a tensile strain of 400 pounds to the 
square inch after having been three hours in air and seven days 
in water, and shall be mixed in the proportion of one part of 
cement to three parts of crushed granite. 

The crushed granite shall consist of irregular, sharp-edged 
pieces, so broken that each piece will pass through a three 
fourths (^) of an inch ring in all its diameters, and which 
shall be entirely free from dust or dirt. 

The crushed granite and the cement in the above mentioned 
proportions shall first be mixed dry, then sufficient clean water 
shall be slowly added by sprinkling, while the material is con- 
stantly and carefully stirred and worked up, and said stirring 
and mixing shall be continued until the whole is thoroughly 
mixed. 

This mass shall be spread upon the sub-foundation and shall 
be rammed until all the interstices are thoroughly filled with 
cement. 

Particular care must be taken that the bottom course is well 
rammed and consolidated along the outer edges. 

After the bottom course is completed the finishing or wear- 
ing course shall be added. This course to consist of a stiff 
mortar composed of equal parts of Portland cement and the 
sharp screenings of the crushed granite, free from loamy or 
earthy substances, and to be laid to a depth of one (i) inch and 
to be carefully smoothed to an even surface, which, after the 
first setting takes place, must not be disturbed by additional 
rubbin*:^. 

When the pavement is completed it must be covered for 
three days and be kept moist by sprinkling. 

Driveway or Entrance Flagging. — After the grading and 
shaping »s done, a foundation of crushed limestone and hydraulic 



SPECIFICATIONS FOR STREET PAVEMENTS, ETC. 189 

cement mortar shall be laid to a depth of six (6) inches on the 
subgrade. The stone used in this concrete shall be broken so 
as to pa^s through a two (2) inch ring in its largest dimensions. 
The stone shall be cleaned from all dust and dirt and thoroughly 
wetted and then mixed with mortar, the general proportion 
being: One part of cement, two parts of sand, and five parts 
of stone. It shall be laid quickly and therl rammed until the 
mortar flushes to the surface. No walking or driving over it 
shall be permitted when it is setting, and it shall be allowed to 
set for at least twelve hours, and such additional length of time 
as may be directed by the street commissioner or by his duly 
authorized agents, befoie the pavement is put down. 

After the subfoundation has been finished, the artificial 
stone flagging shall be laid in a good, workmanlike manner. 
The same to consist of two parts: ist. A bottom course to 
be five (5) inches in depth. 2d. A finishing or wearing course 
to be one (i) inch in depth. 

The bottom course shall be composed of crushed granite 
and the best Portland cement, equal to the Dyckerhoff brand, 
and capable of withstanding a tensile strain of 400 pounds to 
the square inch after having been three hours in air and seven 
days in water, and shall be mixed in the proportion of one part 
cement and three parts of crushed granite. 

The crushed granite shall consist of irregular, sharp-edged 
pieces, so broken that each piece will pass through a three 
fourths (^) of an inch ring in all its diameters, and which shall 
be entirely free from dust or dirt. 

The crushed granite and the cement in the above men- 
tioned proportions shall first be mixed dry, then sufficient clean 
water sha'l be slowly added by sprinkling, while the material 
is constantly are carefully stirred and worked up, and said stir- 
ring and mixing shall be continued until the whole is thorough- 
ly mixed. 

This mass shall be spread upon the subfoundation and 
shall be rammed until all the interstices are thoroughly filled 
with cement. 

Particular care must be taken that the bottom course is 
well rammed and consolidated along the outer edges. 

After the bottom course is completed, the finishing or 
wearing course shall be added. This course to consist of a 
stiff mortar composed of equal parts of Portland cement and 
the sharp screenings of the crushed granite, free from loamy or 
earthy substances, and to be laid to a depth of one (i) inch 
and to be carefully smoothed to an even surface, which, after 
the first setting takes place, must not be disturbed by additional 
rubbing. . 

When the pavement is completed, it must be covered for 
tliree days and be kept moist by sprinkling. St. L, 



190 ENGINEERING SPECIFICATIONS. 



SPECIFICATIONS FOR SEWERS. 
139. Specifications for Brick and Tile Sewers. 

The following specifications for brick and tile sewers are those 
used in the city of St. Louis, so far as they relate to the con- 
struction proper, except that part relating to the use of cement, 
concrete, and rubble masonry. As specifications on these sub- 
jects are given elsewhere, they are not included here : 

Excavation. — All excavation shall be done by open cut 
from the surface, except where tunneling is shown on the plans 
or is expressly permitted or directed by the sewer commissioner. 

Wherever the material is of such a nature as to allow it, 
the bottom of the excavation up to the greatest horizontal 
diameter of the sewer shall be made with a template so as to 
conform to the exact shape of the brickwork. Above this line 
the cut may, in all ordinary cases, be carried to the surface at 
such a slope as the contractor may desire, but it will be calcu- 
lated with a slope of one horizontal to 

vertical, whatever may be the actual slope. Should the con- 
tractor think it best to keep ihe sides of the excavation vertical 
by bracing or otherwise, it is expressly understood that it shall 
be done at his own cost and risk. 

Rock shall be excavated so as to conform as nearly as possi- 
ble to the lower half of the sewer, and all irregularities shall be 
filled with masonry or concrete so as to make a smooth bed for 
the brick work. The amount of the excavation in rock cuts 
will be calculated with a base at the bottom of the brickwork 
equal to the greatest horizontal diameter of the sewer, and 
with side slopes of the same inclinations as in other excavations. 
All the rock taken from the excavations shall belong to the 
contractor for his own use. 

Wherever the excavation can not be adapted to the shape 
of the brickwork, it shall be done according to such directions 
as may be given in each case. 

The sides of the excavation shall, whenever it may be 
necessary, be supported with suitable plank and shoring, but no 
allowance will be made therefor unless the same is left in by 
express orders of the sewer commissioner, when it will be 

paid for at dollars per thousand feet, board 

measure. In all other cases it will be drawn as the work 
progresses and not paid for by the city. 

The contractor shall, at his own cost, keep the trenches 
free from water during the progress of the work. Excavated 
material must be so placed as not to interfere with travel on 



SPECIFICATIONS FOR SEWERS. 191 

the street or to incommode occupants of adjoining property. 
Trenches shall not be opened more than 200 feet in advance of 
the laying of the sewer. 

Back Filling. — Back fillmg shall follow close after the 
construction of the sewer, and in no case be more than 100 feet 
in the rear. 

The filling of the earth around and on top of the sewers 
shall be done with the utmost care, and in a manner to obtain 
the greatest compactness and solidity possible. For that pur- 
pose the earth shall be laid and rammed in regular layers not 
more than nine inches thick up to the surface of the street, or 
thoroughly soaked with water, as may be directed by the sewer 
commissioner.* The macadamizing, if any has been removed, 
shall be carefully replaced on the top of the said filling ; and 
when paving has been removed it shall be replaced in the same 
manner as when originally constructed, and the street or alley 
left in as good condition as it was before. If any new mater- 
rials are needed for such repairing, they shall be of the best 
quality, and shall be furnished and put down by the contractor 
at his own cost. 

The gutter paving in front of and adjoining sewer inlets 
shall be taken up and replaced in proper shape, so as to con- 
duct the storm water into the sewer inlets. 

All work of restoring the surface of the streets and alleys 
shall be done to the satisfaction of the street commissioner, or 
his duly authorized agents, immediately after the sewer is laid. 
If not so done within five days after notice, the work may be 
done by the street commissioner, and the cost thereof shall be 
paid by the contractor; and in default of payment, the cost 
may be retained by the city of St. Louis, out of any money that 
may be due or become due to the contractor under this contract. 

Surplus Earth. — All surplus earth shall be hauled away 
promptly to such places, within a distance of 3,000 feet, as the 
sewer commissioner shall designate, and be spread according 
to his directions ; but if no such place is designated, the con- 
tractor shall dispose of such surplus at his own risk and expense. 
No surplus earth shall be deposited on private property, if 
within the limit just named, it can be used on the streets or 
alleys or other public places. But if no such use can be found 
for it, it may, with the consent of the sewer commissioner, be 
deposited on private property ; but all earth so deposited with- 
out the consent of said commissioner, shall be measured, and 
the amount thereof deducted from the measurement of the 
excavation. 

The price paid for earth and rock excavation shall cover 
the whole cost of excavating the trenches and refilling the same 

* A better plan is to thoroughly ram the layers in nine-inch courses and then to 
also thoroughly soak with water every four or five feet, whenever water is available. 



192 ENGINEEKING SPECIFICATIONS. 

with earth, restoring the street and hauling away the surphis 
materials, as well as the whole cost of pumping, bailing, plank- 
ing, and shoring, excepting such planking as may be left in by 
express orders as hereinbefore specified. 

Bricks. — All the bricks used shall be of uniform texture, 
hard-burned entiixly through, free from lime or other impuri- 
ties, that will affect them in water, and shall have straight edges 
and square angles. Broken bricks must not be brought on the 
ground, and such as are broken afterwards in handling shall be 
used only in inaking closures, or as shall be otherwise specially 
directed. 

The bricks are to be culled as they are brought on the 
ground, and all bricks of improper quality thrown out and 
removed from the ground. The culling to be done at the 
expense of the contractor, who shall furnish the inspector with 
men for this and similar purposes, when required. 

Brick Masonry. — In building brick masonry, none but 
careful and skillful bricklayers shall be employed. 

The bricks shall be clean and thoroughly wet just before 
being laid, unless otherwise specially directed. Every brick 
shall be laid with 3l push joint; that is, by placing sufficient 
mortar on the bed and forcing the brick into it in such a manner 
as to thoroughly fill every joint, whether on the bottom, side or 
end of the brick with mortar. The joints shall be made as 
nearly as possible of uniform . thickness, not exceeding three 
eighths of an inch, and in the inside of the invert or lower arch, 
they shall not exceed one eighth of an inch. 

The bricks in each course shall be all stretchers, and to 
break joints with those in the adjoining courses. The bricks of 
the inside course shall be laid to a line and to the true cylin- 
drical or other form given for each case. The inside course 
shall also be made of the smoothest and hardest bricks, care- 
fully seleced for this> purpose. 

The upper arch shall be built on strongly made centers, 
which shall be drawn with great care, so as not to disturb the 
brickwork. The crown of the arch shall be properly keyed 
with stretchers, and all the joints be well filled with the mortar. 
The exterior surface of the upper arch shall be covered with a 
coating of mortar, not less than three eighths (^) of an inch 
thick. 

The mortar joints on the inside of the sewer below the 
center line shall be carefully struck when laid, and those above 
be scraped smooth with the brickwork immediately after the 
centers are drawn, and the mortar scraped off and entirely 
removed from the sewer, which is to be left perfectly clean 
throughout. 

All unfinished brickwork must be racked back in courses^ 
except when otherwise specially directed or permitted, and 



SPECIFICATIONS FOR SEWERS. 193 

when new work is to be joined to it, the surface of the bricks 
must be cleaned and moistened. 

Openings for branch sewers shall be made and junction 
pieces inserted in the main sewers in such manner and at such 
places as may be directed. Every junction piece shall be 
closed with a cover of earthenware, or with bricks and cement. 

All brickwork will be measured and paid for by the cubic 
yard of solid wall. 

TUNNELING. 

In tunneling, the excavation shall be made so as to con- 
form neatly to the regular section of the sewer, and nothing 
will be allowed for any excavation beyond this. All holes or 
irregularities outside of the regular section must be filled up 
solid with bricks and mortar, but no extra allowance will be 
made therefor. 

All timbers used in sustaining the excavation must be 
removed as the brickwork progresses. 

Points, by which to get the proper line of the sewer, will 
be given from time to time as may be needed, and from these 
the contractor will be required to continue the line of the exca- 
vation at his own risk of its accuracy, and to correct at once 
any errors of alignment that may be discovered before the 
brickwork is finished. 

In tunnels, the quantities paid for will be the earth or rock 
excavated in the regular section of the sewer, and the brick or 
stone masonry required for this section, together with any foun- 
dation work that may have been expressly ordered, and the 
amount paid for these items shall be in full for furnishing all 
materials, and finishing the sewer; the cost of sinking shafts, 
pumping water, shoring, restoring falls and all accessory works 
of every kind being borne wholly by the contractor. Those 
parts only of the sewer will be paid for as tunnels, which are 
so marked on the plans exhibited at the time of the letting ; all 
the rest will be paid for as open cut, regardless of the manner 
in which the work is actually done. 

PIPE SEWERS. 

All pipe sewers shall be made of the best quality of vitri- 
fied clay pipe with smooth interior surface. Each piece shall 
be straight or evenly curved, as maybe required, and in section 
shall not vary more than half an inch from a true circle. The 
thickness of six-inch pipes shall not be less than three quarters 
of an inch ; of twelve-inch pipes, not less than one and one 
eighth inches ; of fifteen-inch pipes, not less than one and one 
quarter inches; and of eighteen-inch pipes, not less than 
one and one half inches. Junction pieces, for use in brick 

13 



194 ENGINEERING SPECIFICATIONS. 

sewers, shall be smoothly beveled off to an angle of forty-five 
degrees, and be not less than two feet long, exclusive of the 
socket. For pipe sewers the junction piece shall be a part 
of the main pipe, and no right angle junction shall ever be 
used. 

So far as the specifications for the excavation of trenches, 
shoring and pumping, preparation of foundations, backfilling 
and restoring the street surface, already given for brick sewers, 
can b*e made to apply to the construction of pipe sewers, they 
shall be followed. 

Each pipe is to be laid on a firm bed and in perfect con- 
formity with the lines and levels given. The bottom of the 
trench must be shaped so as to fit the lower half of the pipe as 
nearly as possible, with places cut at the joints for the sockets 
to rest in, so that the pipe shall have a uniform bearing on the 
ground from end to eqd. 

The pipes shall be joined by filling the socket with a mortar 
of pure cement w^ithout sand, with only water enough to give it 
a proper consistency. Great care must be taken to make the 
joint throughout the lower three fourths of the pipe perfectly 
water tight. The upper one fourth of joint, when so directed, 
shall be left open. 

The interior of the pipes shall be carefully cleaned from 
all dirt, cement and superfiuous material of every description, 
and a wad made of a sack filled with hay, large enough to fill 
the pipe and attached to a rod or cord, shall, at all times be 
kept in the pipe and drawn forward as the swork proceed, care 
being taken not to loosen the joints. 

After the pipes are properly laid and joined, any space 
between them and the sides of the excavation must be filled with 
sand, either washed in or well rammed, up to the middle of the 
pipe. From this point for at least twelve inches above the top 
of the pipe, the earth shall be filled in so as not to disturb the 
pipes, and thoroughly rammed ; after which, up to the surface, 
it may be either rammed in layers or thoroughly soaked with 
water, as may be directed by the sewer commissioner, so that 
the least possible settling will take place after the work is com- 
pleted. 

Pipe sewers will be paid for by the linear foot of finished 
work, the price sopaid to be in full payment for furnishing and 
laying the pipe, including the earth excavation, shoring and 
pumping, backfilling, restoring the street surface, hauling away 
surplus material, and all other work and material required by 
the specifications or necessary to give a finished result. 

Where rock is encountered in pipe sewers, such rock 

excavation shall be paid for at the price named herein — ; 

the amount to be estimated with 



SPECIFICATIONS FOR SEWERS. 195 

a base of six inches more than the inside diameter of the pipe 
and the side slope of one horizontal to eight vertical. 

140. Specification for Sewer Pipe. The follow- 
ing specification for sewer pipe and specials is probably the 
most carefully worked out of any found in current American 
practice. While these specifications are very full and complete 
in many details which are usually overlooked, they are not 
unreasonably severe. They simply describe clearly what kinds 
of faults will serve as cause for rejection, and are as valuable 
to the manufacturer of the pipe in enabling him to select those 
specimens which he feels will be accepted, as to the inspector 
himself, who is called upon to accept or reject the material 
when supplied upon the ground. This specification, therefore, 
has the great merit of extreme definiteness of meaning, which 
is the most vital and necessary quality of all specifications. 
They were prepared by an engineer who knew from experience 
exactly what could be furnished by the best sewer pipe manu- 
facturers without greatly increasing the cost. 

Sewer Pipe and Specials — Pipe sewers are composed of 
straight sections which are herein termed '"pife^''^ and of 
branches, bends, reducers, etc., which will here be called 
''''Specials'^ or '-'■ special pieces.''' 

The main sewer, as well as all surface and lot lateral 
sewers, shall be constructed of the best quality of salt-glazed, 
vitrified stoneware sewer pipe, and all special pieces that may 
be required in the work shall be of the same description and 
quality. 

The pipes and specials must be carefully selected and 
examined by the contractor before or while being delivered 
upon the street, and all such material which may be used in 
the work must conform to the following requirements and con- 
ditions: 

All hubs or sockets must be of sufficient diameter to receive 
their full depth the spigot end of the next following pipe or 
special without chipping whatever of either, and also to leave a 
space of not less than i-S inch in width all around for the 
cement mortar joint. Pipes and specials which can not be thus 
freely fitted into each other shall be rejected. 

In the case of pipes and specials of 12 inches and upward 
in diameter, at least 40 per cent, of all such that will be used 



196 ENGINEEKING SPECIFICATIONS. 

in the work must be truly circular or substantially circular in 
cross-section, and in the case of pipes and specials less than i3 
inches in diameter, at least 60 per cent, of the whole number 
required must be truly circular or substantially circular ni cross- 
section. Of the remainder, in each case, the allowable diver- 
gence from a truly circular cross-section shall never exceed the 
following limits: a. For an elliptical cross-section, the great- 
est internal diameter must not be more than from 6 to 7 per 
cent, longer than the least internal diameter in the same cross- 
section, b. For an oval or egg-shaped cross-section, the same 
rule as for eliptical cross-sections shall apply, c. Pipes and 
specials having cross-sections which exhibit angles^ sharp 
curves or flat places oi appreciable magnitude in the circumfer- 
ence, will be rejected. 

A single fire-crack, which extends through the entire 
thickness of a pipe or special, must not be over two inches 
long at the spigot end, nor more than one inch long at the hub 
or socket end, measured in the latter case from the bottom, or 
shoulder, of said hub or socket. Two or more such fire-cracks,^ 
however, at either end of said pipe or special will cause the 
same to be rejected. 

A single fire-crack, which extends through only two thirds 
of the thickness of a pipe or special, must not be over four 
inches long at either end thereof, measured in the direction of 
its length. Two or more such fire-cracks, howev^er, at either 
end of said pipe or special will cause the same to be rejected. 

A single fire-crack, which extends through only one half 
of this thickness of a pipe or special, must not be over six 
inches long at either end thereof, measured in the direction of 
its length. Two or more such fire-cracks, however, at either 
end of said pipes or special will cause the same to be rejected. 

A single fire-crack, which extends through less than one 
half of the thickness of a pipe or special, must not be over 
eight inches long, measured in the direction of the length of 
such pipe. Two or more such fire-cracks, however, anywhere 
in the pipe will cause the same to be rejected. 

A transverse fire-crack in a pipe or special must not be 
longer than one sixth of the circumference of such pipe, nor 
shall its depth be greater than one third of the thickness 
thereof. Two or more such fire-cracks will be cause for 
rejection. 

No fire-cracks of any description shall, however, be more 
than one eighth inch wide at its widest point. 

No combination of the foregoing six limitations will be 
allowed, except with the express consent of the executive board 
and the city surveyor, as the intent and meaning of these 
restrictions or limitations is to insure the furnishing of the best 
marketable quality of pipe and specials by the contractor. In 



SPECIFICATIONS FOR SEWER PIPE. 197 

general, any pipe or special which exhibits more than one fire- 
crack of the magnitudes above mentioned should be rejected at 
once by the inspector in charge of the work of laying the pipes, 
unless there be time to make a thorough aud minute examina- 
tion of the other fire-cracks which it may display, and to 
become thereby convinced that they are of trifling significance. 

Any pipe or special which is found to be cracked through 
its whole thickness from any other cause except the process of 
burning in the kiln, shall be rejected at once, regardless of the 
extent of such crack. This refers particularly to damage done 
by tran*»portation, by cooling or by frost. 

Irregular lumps or unbroken blisters on the interior surface 
of a pipe or special of sufBcient size and number to form an 
appreciable obstruction to the free flow of the sewage, will be 
cause for rejection. A few small, unbroken blisters, not 
exceeding one fourth of an inch in height and one or two inches 
in diameter, upon the inner surface, need not reject a pipe or 
special. If there is a broken blister or a flake on the interior 
of a pipe or special which is thicker than one sixth of the nor- 
mal thickness of said pipe or special, and whose largest diame- 
ter is ofreater than one twelfth of the inner circumferenc of said 
pipe or special, the latter shall be rejected. Furthermore, if 
such broken blister or flake is as large or smaller than just 
defined, then, unless said pipe or special can be properly fitted 
and laid so as to bring such broken blister or flake on the top 
or upper side of the sewer, the said pipe or special shall also 
be rejected. 

Irregular lumps and small, unbroken blisters on the out- 
side of a pipe or special need not reject it. A large and 
broken blister or a flake on the outside of a pipe or special, 
which is thicker than one sixth of the normal thickness of said 
pipe, and whose largest' diameter is greater than from one ninth 
to one twelfth of the outer circumference of said pipe, will 
cause the same to be rejected. Should, however, the broken 
blister or flake be within the limits of size just defined, and 
should the pipe or special admit of being properly laid so as to 
bring said blister or flake on the upper part of the sewer, tlien 
said pipe or special may be accepted, if otherwise sound in all 
respects. 

Any pipe or special which betrays in any manner a want 
of thorough vitrification or fusion, or the use of improper 
materials and methods in its manufacture, shall be rejected. 
Attention of inspectors is particularly called to the character of 
the material composing the interior of a pipe or special where 
the same is exposed by the breaking of a blister, the removal 
of a flake, or the face of the spigot end of such pipe. 

All pipe and specials which are designed to be straight 
shall not exhibit any material deviation from a straight line. 



198 ENGINEERING SPECIFICATIONS. 

Special curves or bends shall substantially conform to the 
degree of curvature and general dimensions that may be 
required. 

If a piece be broken out of the rim forming the hub or 
socket of a pipe or special without injuring the body of such 
pipe, the latter shall be rejected if the length of said broken 
piece, or the gap left thereby, is greater than one tenth of the 
circumference of said hub. In case that a defect of this nature, 
and within the limits just defined, occurs in a pipe or special, 
the latter shall also be rejected unless it can be so fitted in the 
sewer as to bring said defect on the upper part thereof. 

The attention of the inspector in charge of the work of 
laying the sewer pipe is herewith particularly directed to the 
foregoing requirements as to the quality of the pipe and specials 
that will be allowed in the sewer, and in all cases of doubtful 
interpretation of said requirements, the necessary definitions 
will be given by the city surveyor and the executive board. 
Said board also reserves the right to add to the foregoing 
requirements, at any time during the progress of the work, 
such further restrictions and conditions respecting the quality 
of the said pipe and specials as it may deem for the best 
interests of the tax-payers, in order to secure the best materials 
which can practically be obtained. All such explanations or 
definitions of said requirements, in cases of doubtful interpre- 
tation, together with all said further restrictions and conditions 
relating to the quality of said pipe and specials, shall have the 
same force as though a part of this specification, and the con- 
tractor shall be required to comply therewith without extra 
compensation beyond the prices bid by him for performing the 
work. E. K. 

141. Specification for Laying Sewer Pipe. The 

following specification for the laying of sewer pipe and 
specials has all the merits ascribed to the specification for 
sewer pipe as given in the previous article, and has been pre- 
pared by the same engineer. For the purpose of removing 
any cement mortar which may have been forced through the 
joints, and which may, when hardened, form serious obstruc- 
tions in the sewer, probably no specification will insure such 
excellent results as that given in the St. Louis specifications 
for pipe sewers in Art. 139, where the contractor is required 
to provide "A wad made of a sack filled with hay, large 
enough to fill the pipe and attached to a rod or cord, which 



SPECIFICATIONS FOK SEWER PIPE. 199 

shall at all times be kept in the pipe, and which shall be drawn 
forward as the work proceeds, care being taken not to loosen 
the joints." It is an easy matter for the inspector to examine at 
any time to see whether or not this wad is being drawn 
forward, and when drawn forward it must of necessity remove 
any protruding fins of mortar, and leave the interior smooth 
and entirely free from such obstructions. 

Laying the Sewer Pipe and Specials. — Previous 
to laying the pipe and specials which have been delivered 
upon the street, into the trench, they shall all be subjected to a 
rigid inspection by both contractor and inspector, and those 
which do not come up to the foregoing requirements shall be 
rejected. 

Additional tests by sounding said pipe for cracks, and 
examining closely all blisters and flakes, shall also be applied. 
Before lowering the pipes and specials which have passed the 
inspections into the trench, they shall first be properly fitted 
together upon the surface of the street in the order in which they 
are to be used ; and to facilitate the process of laying, the top 
of each pipe or special, after said fitting, shall be jDlainly 
marked with chalk or paint, so that the pipe previously laid in 
the bottom of the trench shall be disturbed as little as possible. 

All pipes and specials in which the spigots and sockets 
can not be made to fit together, while on the surface, must be 
rejected, as no chipping of either socket, hub or spigot will be 
allowed. 

The faces of all spigot ends and of all shoulders in the 
hubs or sockets must be true, and be brought into fair contact, 
and all lumps or excrescences on said faces shall be carefully 
cut away before the joipes are lowered into the trench. 

In all cases where the rim of any hub or socket has been 
broken, as aforesaid, the pipe or special shall be rejected 
unless it can be so fitted as to bring the broken portion on the 
top, or upper portion of the sewer. The same condition shall 
also be applied to the case of broken blisters and flakes, as 
above mentioned, on either inside or outside of the pipes and 
specials. All special pieces required in the work, such as 
branches, bends, curves, reducers, etc., shall likewise be 
subject to the same conditions as the straight pipe. 

The pipes and specials shall be so laid in the trench that 
after the sewer is completed the interior surface thereof shall 
conform on the bottom accurately to the grades and alignment 
fixed and given by the city surveyor. The main sewer will be 
divided by man-holes and lamp or hand-holes into a number of 
distinct divisions or working sections, in each of which the 



200 ENGINEERING SPECIFICATIONS. 

grade and alignment shall, under ordinary circumstances, be 
truly straight. Changes of grade or direction, or both, in said 
main sewer will generally be made at man-holes or lamp or 
hand-holes, although under special conditions, to be defined 
only by the executive board and city surveyor, such changes 
may be made at intermediate places. 

While the pipe and specials are being laid in each of the 
aforesaid straight divisions or working sections of the main 
sewer, a light or a burning lamp must be maintained continu- 
ally by the contractor at the beginning of such section, and 
each pipe and specials must be so laid that such light or lamp 
shall remain constantly in plain view throughout the entire 
length of such section or division. The same test shall also be 
applied during the work of refilling the trench, so that when 
the sewer is in all respects fully completed and accepted by the 
executive board a light which may be applied at one end of 
such a division of the main sewer shall be clearly and plainly 
seen by looking through said sewer from the other end of said^ 
division or working section. The length of any such division 
or the distance between a man-hole and the next following 
lamp or hand-hole, or between any two consecutive open'ngs 
of such kind in the main sewer, will, in general, not exceed 
300 feet, although in particular cases it may be somewhat 
greater. 

The trenches must, in all cases, be wide enough to admit 
of the laying of the pipe and specials as above mentioned, 
and wherever they have not been thus excavated, all necessary 
widening thereof must be done before the pipe and specials 
are lowered therein. Ample room or space must likewise be 
left on each side of said pipe and specials, both to admit of 
proper refilling underneath and also to allow of free access to 
all parts of the hub or socket while making the cement joint. 
Wherever any additional excavation or enlargement in the 
sides of the trench is required for such purposes, it shall be 
satisfactorily performed before the pipe and specials are laid 
or put into place, as no cutting away of the banks will be per- 
mitted after any such pipe or special has been set. 

Furthermore, before any pipe or special is put into place, 
a small excavation must be made in the bottom of the pre- 
viously graded trench to receive the projecting part of the hub 
or socket, so that each pipe will have a firm and uniform bear- 
ing upon said graded bottom over virtually its entire length. 
All adjustment of the pipes to line and grade must be done by 
scraping away or filling in the earth under the body of the 
pipe, and not by blocking or wedging up the spigot or the iiub 
or socket. Special attention must be jDaid to this part of the 
work, since the stability and permanence of the sewer depend 
largely upon the manner in which the pipes are bedded. 



SPECIFICATIONS FOR SEWER PIPE. 201 

The joints between the individual pipes and specials shall, 
in all cases, be made water-tight by completely filling out the 
entire annular space between the exterior of the spigot end and 
the interior of the hub or socket with hydraulic cement mortar, 
of such composition as is hereinafter specified. To prevent 
the mortar from reaching the interior of said pipe, the con- 
tractor may if he desires, use a narrow gasket of oakum or 
hemp, which shall be properly caulked into each joint, after 
which the mortar shall be introduced therein ; but no extra 
compensation for the use of such gaskets will be allowed. 
Special care must be taken to secure a perfect filling of the 
aforesaid annular space at the bottom sides of the pipes, as 
well as at the top ; and previous to the introduction of the 
mortar, said space, together with the surfaces of the pipe 
bounding the same, shall be thoroughly free all around from 
dust, sand, earth, dirt, small stones and water. After said 
space has been filled as described, a neat and proper finish 
shall be given to the joint by the further application of similar 
mortar to the face of the hub or socket, so as to form a con- 
tinuous and even beveled surface, from the exterior of said 
socket to the exterior of the connecting spigot all around. 
The pipes must also be thoroughly cleaned before being laid ; 
and any mortar, earth or other material which may have found 
its way through a joint or otherwise, into any pipe or special 
must be carefully removed before the next succeeding pipe is 
laid, in order that the interior of the sewer shall be left smooth 
and clean. 

As soon as the cementing of any joint, whether in a main 
sewer or in a lateral sewer, has been completed, the excavation 
previously made in the bottom of the trench for the reception 
of the hub or socket must be carefully atid compactly filled 
with sand, loam or fine earth, so as to hold the external mortar 
finish of said joint securely in its place; and such refilling 
shall also be carried up around the sides or circumference of 
the socket, as far as may be necessary. Any water w^hich 
may have accumulated in said excavations must first be 
removed, or else said excavations must be completely filled 
out with the cement mortar specified, in which event no extra 
compensation will be allowed. 

When a pipe or special is used in any main or lateral 
sewer, which is affected by a broken hub or socket, or a boken 
blister or flake, or a fire-crack on its exterior surface, as limited 
and defined in the foregoing, such pipe or special must be set 
so as to bring said permissible defect on the top or upper part 
of the sewer; and said defect must thereupon be completely 
and liberally covered over with a thick layer of hydraulic 
cement mortar, of the quality specified for the joints, to the 
full satisfaction of the city surveyor, and the executive board. 



202 ENGINEERING SPECIFICATIONS. 

As the work proceeds, all of the required specials that are 
indicated upon the plan of the street, or that may be required 
during the progress of the work, shall be introduced and set in 
their proper positions. 

Any omissions of the required specials intended to be 
laid, and indicated upon the plan for the sewer, or that may 
especially be ordered beforehand by the surveyor, shall be 
corrected by the contractor without additional compensation ; 
but in case that any special not indicated upon the said plan, 
or not distinctly required to be introduced beforehand by the 
surveyor is inserted into the sewer after the latter has been 
laid, the expense of such insertions will be paid by the execu- 
tive board upon proper certificate from said surveyor. 

Befoi-e leaving the work for the night, or during a storm, 
or for any other reason, care must be taken that the unfinished 
end of the main sewer, or of any lateral sewer is securely 
closed with a tightly fitting iron or wooden plug. Any earth, 
or other material that may find entrance into said main sewer, > 
or into any lateral sewer, through any such open end or 
unplugged branch, must be removed at the contractor's 
expense. The cost of all such plugs, and the labor connected 
therewith, moreover, must be included in the regular prices 
bid for the sewers. E. K. 

142. Specifications for the Manufacture and 
Delivery of Cast Iron Water Pipe. The following 
specifications for the manufacture of cast iron water mains are 
in use in the city of Rochester, N. Y. Although water pipe 
is now manufactured and sold as a standard article of com- 
merce, and is often purchased without any test or inspection 
whatever, it must be admitted to be a poor practice, and if the 
contract is a large one, the material should be thoroughly 
inspected and tested in all the stages of manufacture. Special 
attention should be given to the tests of the strength and resil- 
ience of the material. When cast iron water mains burst, it is 
due to a water ram or shock, and the more elastic the material 
is of which the pipes are composed, the less will be the force of 
the ram the more able the pipes will be to withstand the shock. 
The resilience of the iron is measured by the product of the 
strength into the deflection, and in the following specifications 
both tensile and cross-breaking tests are required, and the 



SPECIFICATIONS FOR WATER PIPE. 



203 



requisite deflection in the cross-breaking test is also specified. 

The deflection here named will insure a very good quality of 

cast iron, so far as its resilience is concerned, although the 

strength requirement is not particularly high. The author has 

had a large experience in testing the strength of cast iron, and 

he can approve of the standards of strength and resilience here 

named for water pipe metal. 

Specifications fo J' Water Pipe. 

DimcMsions and Weight of Pipe. — The pipe shall be of 
the kind usually known as "Hub and Spigot," and in general 
each straight pipe shall be about twelve feet in length from the 
bottom of the hub to the end of the spigot. No straight pipes 
will be received that will lay less than 1 1 feet 8 inches ; but it 
is understood that not more than two per cent, of the total 
number of pipes required in each class may be lo feet or more 
in length, produced by properly cutting off in a lathe a defect- 
ively cast spigot end. The form and dimensions of the hub 
and spigot ends of all pipes and castings shall be subject to the 
approval of the Engineer, when specific drawings therefor are 
not furnished by him, and shall conform accurately in shape 
and dimensions to all drawings that may be furnished by him 
from time to time. 

(See accompanying figure for these dimensions for the St. 
Louis standard water pipe.) 




The weights and dimensions of the straight pipes shall 
conform to the figures in the following Table, it being stipu- 



204 



ENGINEERING SPECIFICATIONS. 



lated that the same may be modified at any time hereafter by 
the Engineer: 

TABLE OF WEIGHTS AND DIMENSIONS OF STRAIGHT PIPE. 



>! 


D 


H 


w 


H 


d 


Stan 


dard 


*n 


S 


g 





> 


o o 


p 


3- 


W2. 


3* 


ft 


weight of 


^1^ 


»='S 


p 3 


r*?: ft 
11 ^-c 


P o^S- 


^'=^ 


tn 




p ft 






pipe 


laying 


±d 


>< £. 


^ 2. 

3-3 


^-c -1 s: 


2-n 


• 




,■;! = 


3 


•^ 


12 


eet. 




3 3 


aC"? 




ft — 




en 
to 


•-h 

O* 
P 
"! 

3 


a 
p' 

B 
ft 
ft 




ft 

CO 

to 



►*> 

fT 

p 
0. 

0* 
5' 




l-S 

3* 






►0 ft 

(jq 3 


S3 

>-►>< 
ft ft 

3* 


•5* 


ft n 

3" 


►♦» 

•0 

•5' 


ion from stan 
!it for each inch 
g length than 12 


tr5 S § 


5' 

n 

s 
p. 

p' 
3 

n 


ft 
"^ 

5' 
ft 
p_ 

►+, 




ft 

*5' 

re 


(0 standard w 
1 inch of gr 
ength than 12 

















to 


ft 


re 


s^ — 0- 


i-h ft ft 


n 






















^ to ;^ 


-» ft 3- 


t 










in. 














"1 «• 


in. 


inches. 


in. 


inches. 


lbs. 


lbs. 


p.c. 


lbs. 


lbs. 


pounds. 


pounds. 


36 


a; 


iK 


38J^ 


7-i6to^ 


4J^ 


492 


5,904 


3 


6,oSi 


5,727 


SI 


41 


3^' 


B 


1/8 


38K 


7-16 to J^ 


4J^ 


444 


5,328 


3 


5,488 


5,168 


47 


37 


36 


C 


I 


3SJ^ 


7-16 to J^ 


4J^ 


397 


4,764 


3 


4,907 


4,621 


43 


33 


30 


B 


I 


32 K 


^to7-i6 


4'A 


330 


3,960 


3 


4,079 


3,841 


35 


26 


20 




H 




^to7-i6 


3K 


165 


1,980 


4 


2,059 


l.yoi 


20 


14 


12 




9-16 




^to7-i6 


3J^ 


75 


900 


4 


936 


864 


8 


6 


10 




K 




5-i6to^ 


3K 


56 


672 


4 


699 


645 


7 


S 


8 




7-16 




S-i6to% 


3J^ 


41 


492 


4 


512 


472 


4 


3 


6 




2 7 

6 4 




S-i6to% 


3H 


30 


360 


4 


374 


346 


3 


2 



The specified internal diameter of the pipe is nominal, but 
no pipe or special casting of any class shall have a less internal 
diameter than the nominal diameter. The external diameters 
of all classes of said pipe shall be the same throughout, and all 
variations in thickness of metal of the shells or barrels shall be 
made by changing the internal diameter. 

The thickness of the metal of the pipe and castings will be 
measured after they have been thoroughly cleaned, and before 
being coated. No pipe of any class will be received when the 
thickness of the metal is over one sixteenth (j-g-) of an inch less 
in any part than the thickness above specified, or hereafter 
required by the engineer. 

No pipe of full length will be received whose weight is 
less than the above specified minimum weight, and no excess 
of weight in any such pipe, beyond the specified maximum 
weight, will be paid for. It is also expressly understood that 
the average weights of the straight pipe of the several classes 



SPECIFICATIONS FOR WATER PIPE. 205 

shall not exceed the said standard weights by more than two 
per cent, of the latter, and that no greater over-weight than this 
percentage will be paid for in the final settlement. The 
standard weight of the straight pipes will depend upon the 
laying length of the pipes actually furnished, and will be 
determined by the engineer. 

Quality of Metal. — The materials, details of manufacture, 
and the testing of all pipe and special castings herein, referred 
to, shall at all times be subject to the inspection and approval 
of the engineer. The metal, which must be remelted in the 
cupola or air furnace, shall be made without admixture of cin- 
der-iron or other inferior metal, and shall be of such character 
as to make a pipe strong, tough, and of sound, even grain, free 
from uncombined carbon when examined under the microscope, 
and such as will satisfactorily bear drilling, chipping and cut- 
ting. Its tensile strength and resilience, when tested in proper 
samples, shall meet all the requirements hereinafter expressed. 

Specimen rods of the metal used, of a size and form suita- 
ble for a testing machine, shall be made and carefully tested to 
ascertain its tensile strength. iVnother set of test bars, each 
being twenty-six (26) inches long, two (2) inches wide, and 
one (i) inch thick, shall also be made as often as the engineer 
shall direct, and shall be tested both for transverse strength and 
deflection by placing them horizontally and flatwise upon sup- 
ports twenty-four (24) inches apart, and then applying a 
steadily increasing load at the middle of each bar. 

The bars for testing the transverse strength or resilience of 
the metal shall be cast from regular patterns in dry or green 
sand, and as nearly as possible to the required dimensions 
without being finished up; proper corrections will, however, 
be made in the results for slight variations of width and thick- 
ness. The rods for testing the tensile strength of the iron, on 
the other hand, must be turned down on a lathe in order to 
remove the rough exterior and enable the diameter to be accu- 
rately measured. 

At least one set of four test bars, of each kind above des- 
JG^nated, shall be made and tested as described on each working 
day during the manufacture of the pipes and specials. These 
test bars must be poured from the ladle either before or after 
any particular pipes or special casting are poured, and must 
present true samples of the iron used in said pipes or castings. 
Records shall be kept of the tests of all bars made, and a duly 
certified copy of such records shall be forwarded weekly to the 
engineer. 

The quality of the metal used for the pipe and specials 
must be such that said bars for testing resilience, as aforesaid, 



206 ENGINEERING SPECIFICATIONS. 

shall each carry a center load of not less than nineteen hundred 
(1.900) pounds before breaking, and exhibit a deflection of not 
less than five sixteenths d-g) of an inch; also that the tensile 
strength of said metal shall be at least 17,000 pounds per 
square inch, as determined by the tests with the first named set 
of rods. In estimating the suitability of the metal from said 
tests, the average of the three highest results obtained from 
each set of four bars will be considered as representing the 
actual strength of the iron. 

Manufactu7'e of Pipe and Special Castings. — All the 
straight pipes shall be cast in dry sand moulds, vertically with 
the hub end down. Every pipe is lo have the initials of the 
maker's name cast distinctly upon it, and also the year, the 
class letter, and a number signifying the order of its casting, in 
point of date ; the several different classes of pipe each to have 
its own series of numbering; the figures and letters to be at 
least two inches ni length, with a proportionate width; the 
weight of each pipe to be conspicuously painted on the outside^ 
before delivery, with white lead paint at the contractor's 
expense. 

The branches and all other special castings must conform 
in weight and thickness of iron to the drawings and directions 
to be furnished bv the ensrineer, and no allowance will be made 
for making or altering patterns for the pipe or any special cast- 
ings, or for any machine work in properly facing and drilling 
flanges, etc., where bolted joints are to be made. All required 
machine work on said castings shall be done in the best and 
most workmanlike manner, in accordance with said plans and 
directions of the engineer, and to his entire satisfaction. Said 
castings shall be subjected to the same examinations and tests 
at the foundry, except the water- pressure proof, as the straight 
pipe, and shall be marked in a similar manner. The engineer 
may reject, without proving, any p'pe or casting which is not 
in conformity with the specifications or the drawings furnished. 

Pines and special castings shall not be taken from the pit 
and stripped while still showing an}' color of heat, but shall be 
left in the flasks for a sufficient length of time to prevent 
unequal cooling and contraction by subsequent exposure. 

On being removed from the flasks, all pipes and special 
castings shall be subjected to a careful examination and hammer 
test for the purpose of detecting imperfections of any kind. 
Thev shall then be thoroughlv dressed and made clear and free 
from earth, sand or dust, which adheres to the iron in the 
moulds; iron wire brushes must be used, as well as softer 
brushes to remove the loose dust. No acid shall be used in 
cleaning the castings. After having been properly dressed and 
cleaned, they shall again be subjected to a thorough inspection 
and hammer test. The contractor will be required at the 



SPECIFICATIONS FOR WATER PIPE. 207 

foundry to place all castings in such positions as may be deemed 
necessary by the Engineer for convenience of inspection. 

The pipes and special castings shall be free from scoria, 
sand-holes, air-bubbles and other defects or imperfections; they 
shall be truly cylindrical in the bore, straight in the axis of the 
straight pipes, and true to the required curvature or form in the 
axis of the other pipes ; they shall be internally of the full speci- 
fied diameters, and shall have their inner and outer surfaces 
concentric. To insure proper diameters of sockets and spigots, 
a circular iron templet of the required dimensions shall be 
passed to the bottom of every socket, and a circular ring over 
every spigot. Care shall also be taken to avoid all excess in 
diameter of the sockets. No pipes or special castings will be 
accepted which are defective in joint room, whether in conse- 
quence of eccentricity of form or otherwise. No lump or rough 
places shall he left in the barrels or sockets, and no plugging or 
filling will be allowed. All pipes and special castings with 
defective hubs or flanges will be rejected. 

When a defective spigot end is to be cut off from any 
straight pipe, such cutting must in all cases be done in a lathe, 
and a suitable bead or fillet of half-oval wrought iron, about 
three fourths (^) inch wide and five sixteenths (-/g-) inch 
thick shall be shrunk upon the new end of the pipe ; and there 
shall be deducted from the proper original weight of the pipe 
an amount as determined from the rate specified in the foregoing 
table. 

Coating the Pipe and Special Castings. — After the above 
described cleaning and inspection, every pipe and special cast- 
ing shall be heated in a suitable oven to a temperature of about 
320° F. and, while at this temperature, be immersed in a bath 
of hot coal tar pitch varnish, prepared in general according to 
Dr. R. Angus Smith's process. Special care shall be taken to 
have the surfaces of all pipes and castings entirely clean and 
free from rust immediately before putting them into said bath. 
If any pipe or casting cannot be dipped in said bath soon after 
its removal from the mould, it shall at once be thoroughl}' 
coated with pure linseed oil in order to prevent the formation 
of any rust before applying said varnish. 

The varnish above mentioned shall be made from coal tar, 
distilled until the naptha is entirely removed and the material 
deodorized, also until it attains the consistency of wax when 
cold. Pitch which becomes hard and brittle when cold will be 
rejected. To this material from five to six per cent, of its 
weight of pure boiled linseed oil shall be added and thoroughly 
boiled therewith. The relative portions of pitch and oil, as 
well as the details of mixture and boiling, are to be carefully 
determined by experiment. 



208 ENGINEERING SPECIFICATIONS. 

The coating must be durable, smooth, glossy, hard, tough, 
perfectly water-proof, not affected by any salts or acids found 
in the soil, free from bubbles or blisters, strongly adhesive to 
the iron under all circumstances, and with no tendency to be- 
come soft enough to flow when exposed to the sun in summer, 
or to become so brittle as to sca'e off in winter. As one test 
of the quality of the coating, a properly coated specimen casting 
will be plunged into a freezing mixture, and kept therein until 
the metal has acquired the temperature of said mixture, after 
which the casting shall be well hammered. If the coating 
remains tough and adhering closely to the metal, it will be con- 
sidered proper, provided that it be satisfactory in all other 
respects. 

After a varnish of the proper quality has been obtained, it 
shall be heated in a suitable dipping tank to a temperature of 
about 300° F., or such other temperature as may be found expe- 
dient, and shall be maintained thereat uniformly during the time 
of dipping. Fresh materials must be added from time to time in 
the right proportions to keep the mixture of the proper consis- 
tency. The exact proportions will be determined by the 
Engineer, and will be varied also according to the season of the 
year, as may be directed by the said Engineer, or found neces- 
sary to produce a coating of the required quality. The tank 
shall also be occasionally emptied of its contents and refilled 
with fresh material, tiie frequency of such operation depending 
both on the character of the mixture and the manner of con- 
ducting the coating process. 

Every pipe and special casting, after having been inspected, 
cleaned and dressed as above described, shall be heated in a 
suitable oven to a temperature about 20° F. higher than that 
which was found most expedient for the bath of coating mate- 
rial aforesaid, and while at such temperature, shall be immersed 
or dipped in said bath. All pipes or castings shall remain in 
the tank at least twenty (20) minutes, or as much longer as 
may be necessary to insure the soundness of the- coating. 

Whilst any pipe or casting remains in said bath, the hot 
rnixture must be kept thoroughly stirred by a frequent rolling, 
turning or churning motion of such casting, and upon its re- 
moval from the tank, the coating shall fume freely for a short 
time, and set perfectly hard within one hour thereafter. Prop- 
er facilities for handling the castings and allowing all surplus 
material to drip off, shall be provided by the contractor. The 
co^t of all labor and material involved in the coating of the 
pipes and castings must be included in the prices bid for fur- 
nishing said pipes and castings. 

Testing. — After the said coating has become thoroughly 
set and hard, every pipe shall be subjected to a proof by water- 



SPECIFICATIONS FOK WATER PIPE. 209 

pressure of from 200 to 300 pounds per square inch, according 
to its class and diameter, and as will be determined by the 
Engineer. Each pipe while under the required pressure, shall 
be sharply rapped from end to end with a hand hammer, to 
ascertain whether any defects have been overlooked ; and any 
pipes which may exhibit any defects by leaking, sweating or 
otherwise, shall be rejected. 

All the above inspections, manipulation and tests of the 
pipe and test bars shall be made at the expense of the contract- 
or for the pipe, said expense, however, not to include salary of 
anv inspector who may be appointed by the Executive Board. 
If required by the said Board, the affidavit of the superintend- 
ent of the foundry, or that of the foreman employed by him to 
perform the above described testing, shall also be furnished to 
the Engineer from time to time; said affidavits to be recorded 
upon the pipe inspector's sheets, and stating in detail that the 
pipes or castings therein described have been carefully tested 
at the foundry in accordance with these specifications, and that 
no defects were discovered or discoverable. 

Weighing jor Payment. — The pipes and castings will be 
weighed lor payment after all cleaning, dressing and maciiine 
work has been done and the coating has been applied, and the 
contractor must furnish, at his own expense, accurate and 
properly sealed scales, together with the necessary labor for the 
purpose. The Executive Board also reserves the right to re- 
weigh on similar scales, any pipe or casting upon or after its 
arrival at the designated point of delivery ; and if any discrep- 
ency be discovered between the weight marked upon said pipe 
or casting and that which was found on such re-weighing, the 
latter weight will be adopted in the final settlement. Payment 
for all material furnished in accordance with these specifica- 
tions will be made at the prices bid per net ton (2,000 lbs.) 
for straight pipe and special castings. 

Tra7isfortation of Pipes and Castings. — All pipes and 
castings must be delivered in all respects sound and in conform- 
ity with these specifications. Upon their delivery at the point 
designated, the Executive Board reserves the right to subject 
the said pipe and castings to the same water-pressure proof and 
hammer tests as are above specified to be applied at the 
foundry ; and all defective pipes or castings which may have 
passed the i:'spector at the foundry, or which may have been 
broken in transportation from the foundry to said point of de- 
livery, will be rejected when there discovered, unless the same 
may be cut as hereinafter provided. Care must also be taken 

14 



210 ENGINEERING SPECIFICATIONS. 

in handling the pipes and castings not to injure the coating, 
and no material of any kind shall be placed in said pipes and 
castings during transportation, or any time after being coated. 
If, upon its arrival at the designated point of delivery, the 
spigot end of any straight pipe should be found cracked or 
broken, during transportation from the foundry to the said 
point or otherwise, such defective portion will be cut off at the 
contractor's expense, provided that the same does not exceed 
a length of four (4) feet, and a suitable fillet or bead shall then 
be shrunk on the new spigot end, as above specified. A deduc- 
tion from the proper original weight of such pipe shall also be 
made in each such case at the rate specified in the above table 
for every inch of length so cut off. No pipe or special casting 
in which the hub is found to be cracked or defective in any 
respect, will be accepted at said point of delivery or elsewhere ; 
nor will any special casting with a defective spigot end be 
received, or permitted to be cut off, without the written order 
of the Engineer. E. K. 



143. Specifications for Laying Water Pipe. The 
following clauses referring to the methods of laying water 
pipe, and making the joints, are taken from the complete speci- 
fications on this subject used by the water commissioner of St. 
Louis. All that portion of the specification referring to the 
trenching, protection, tools, alignment, grades, connections, 

back-filling, etc., together with the general clauses are here 
omitted. 

The reducers, bends, caps and such other parts as are 
liable to draw, shall be firmly secured by straps and bolts, and 
in addition to this a firm blocking shall be set behind all caps, 
curves, fire hydrants and three way branches, said blocking to 
have a large surface bearing against the undisturbed earth, and 
to be wedged up tight. All applications necessary to the per- 
fv-ct working of the distribution, when the water is let on, shall 
be made and completed. 

The straps and bolts used shall be made from the best 
American refined iron, and the size and workmanship, as well 
as the material, shall be in all respects satisfactory to the water 
commissioner. 



SPECIFICATIONS FOR LAYING WATER PIPE. 211 

Any omission of branches, stop-cocks, or other appurte- 
nances intended to be laid, shall be corrected when required, by 
re-opening the trench, if it has been filled up, and introducing 
what m:iy have been omitted. 

At the time when laid, the spigots of the pipe shall be so 
adjusted in the sockets as to give a uniform space all around, 
and if any pipe does not allow sufficient space, it shall be 
replaced by one of proper dimensions. The joint shall, at all 
points, be at least five sixteenths of an inch in thickness. In 
the lead and gasket joints, the depth of lead shall not be less 
than three and one quarter inches for the fifteen inch pipes and 
over, nor less than two and three quarter inches for smaller 
pipes. Gaskets of clean, sound hemp yarn, braided or twisted, 
and tightly driven, shall be used to pack these joints, when 
required, a space of one quarter inch shall be left between the 
contiguous pipes. 

The lead used shall be of the best quality of pure and soft 
lead, and suitable for caulking and securing a tight and perma- 
nent joint. 

Before running the lead, the joints shall be carefully wiped 
out to make them clean and dry; the joint shall be run full at 
one pouring, and the meltinf>- pot shall always be kept within 
fifty feet of the joint about to be poured. 

The joint shall be caulked by competent mechanics. The 
caulking to be faithfully executed, and in such a manner as to 
secure a tight joint without overstraining the iron of the bell. 
In all cases the caulking shall be done tozvards the place of the 
gate and other points where the lead is likely to be poroLis, so as 
to drive it together at these points. The lead, afler being 
driven, shall be flush with the face of the socket. 

The pipes and all other castings shall be carefully swept 
and cleaned, as they are laid, of any earth or rubbish which 
may have found place inside, during or before the operation of 
laying. Every open end of a pipe shall be plugged or other- 
vrise closed before leaving the work for the night. 

In refilling the trenches, the earth filled into the bottom of 
the trench, under and to the top of the pipes and other cast- 
ings, shall be carefully packed and well rammed with proper 
tools for the purpose. 

Whenever written directions so to do are given, the con- 
tractor shall fill the trench with river sand, said filling to be 
done in exact accordance with the orders and directions of the 
water commissioner. For all sand filling done as above, the sum 
of $ per cubic yard will be paid, which sum shall include 

all expense of materials, tools and labor for the sand filling, 
and removing the surplus earth from the work. 

Care shall be taken to give the pipe a solid bearing through- 
out its entire length. The earth filling above the pipes shall 



212 • ENGINEERING SPECIFICATIONS. 

also be sufficiently packed and rammed to prevent after settle- 
ment, and the material used shall be free from stones or rock 
fragments. The trenches shall, in all cases ; be refilled with 
the material furnished by their excavation, provided that it be 
of a proper quality, and the necessary haul be not more than 
500 feet. Earth borrowed or hauled over 500 feet, to refill the 
trenches (excepting trenches where rock lias been excavated), 
will be paid for as embankment, at the price given under item 
of section seven. 

In streets and roads, the class of surface before existing, 
shall be replaced, so as to be in every way equal to that surface in 
materials and workmanship, and satisfactory to the water 
commissioner. 

Whenever trenches are excavated i;i or across streets 
paved with granite or wood blocks, or with asphalt, the con- 
tractor will be required to have the back-fill of trench thoroughly^ 
rammed (not less than three men ramming to each man filling 
the trench), and to replace the paving temporarily, so as ta 
make the street passible for traffic ; the permanent laying of the 
pavement in these cases, will be assumed by the city. 

A wooden box or vault shall be furnished and set over each 
of the stop cocks, a'r cocks, and fire hydrants, and the iron 
frames and covers shall be properly fastened to them. Thc'^e 
boxes are to be made of the form and dimensions shown by^ 
samples furnished and approved by the water commissioner; 
they shall be made from sound, well seasoned oak lumber; 
the corner posts shall be of four-inch scantling, .and the sides 
sfjall be formed from two-inch plank, set close, and securely 
nailed. M. L. H. 

144. Specifications for Stop Valves. The follow- 
ing specifications for stop valves for water mains are thought to 
be particularly strong in the requirements governing the strength 
of the material used in the different parts. These require- 
ments are followed up very carefully by numerous tests of the 
strength of the material, and in this way the character of the 
composition metal used has come to be very superior to that 
formerly employed, and much superior to that which would be 
obtained without such rigid specifications arid tests. They are 
the standard specifications used in the St. Louis water depart- 
ment. 

All the iron castings shall be made from a superior quality 
of iron, remelted in the cupola or air furnace, tough and of even 



SrECIFICATIONS FOR STOP VALVES. 213 

grain, and shall possess a tensile strength of not less than iS,ooo 
pounds per square inch. 

Test bars of the metal 3 inches by ^4 inch when broken 
transversely, iS inches between supports and loaded in the cen- 
ter shall have a breakinof load of not less than 1,000 pounds, 
and shall have a total deflection of not less than -^^ of an inch 
before breaking. Said bars to be cast as near as possible to the 
above dimensions without finishing, but correction will be made 
by the water commissioner for variations in thickness and width, 
and the corrected result must conform to above requirements. 

Specimen bars of the metal used, of a size and form suit- 
able for testing, shall be prepared when required. 

These specimen bars shall be poured from the ladle at any 
time, either before or after the casting has been poured, as may 
be required, and shall present a true specimen of the iron used 
for making the castings. 

If any two test bars cast the same day do not show the 
required cross breaking load and deflection, all the castings 
made from the same mixture to be rejected. 

Each valve shall have the maker's initials, the numbers 
showing point in time of casting, and the year cast upon it. 
The year above and the number below, thus: ^--, ^--, etc. 

The figures and letters will be from 2 to 2 ^ inches long, 
and shall have at least ^ inch relief. 

All the wrought iron used shall be of the first quality of 
American refined iron. 

All the composition metal used, except the valve stem, 
shall be composed of the following proportions, viz: 85 per 
cent, copper, 10 per cent, tin, and 5 per cent, spelter; and 
shall have a tensile strength of not less than 22,000 pounds per 
square inch, with 5 per cent, elongation in 8 diameters, and 5 
per cent, reduction of area at breaking point. 

All castings must conform in shape and dimensions to the 
drawings. The c;; stings must be clean and perfect, without 
blow or sand holes, or defects of any kind. No plugging or 
other stopping of holes will be allowed. 

The valve guides must be straight and smooth. Irregular- 
ities, if any, must be planed or chipped off smooth. All face 
joints must be planed true and smooth, in the most workman- 
like manner, so as to make a perfectly water-tight joint, with a 
very thin layer of strictly pure lead cement. 

All bolt holes must be accurately drilled from templates. 
The upper part of valve to be finished to receive the valve 
stem, collar and stuffing box, and the fitting at this point must 
be such as to secure a perfect working joint. 

The valve to be a two-faced wedge valve ; the castings for 
same to be as shown on drawing. Th'^ raised rims to be turned 



214 ENGINEERING SPECIFICATIONS. 

true with dovetailed channel to hold the composition rings. 
The faces must be brought to the exact angle before the rings 
are put on. The face rings are to be of composition metal, 
of quality hereinbefore specified, and are to be turned to fit the 
dovetail in the iron wedge. The composition rings of valves 
must be shrunk on, and also fastened by copper studs, placed 
not over three inches apart — the whole to be then brought to a 
true plane surface. 

The upper portion of the wedge to be arranged to receive 
the composition nut as shown. Care shall be taken to give the 
composition nut a perfect bearing surface — both top and bottom. 

On the 36 inch and 30 inch valves, the brass bearings of 
side guides shall be of the full dimensions, and have the exact 
clearance shown on drawings, and be secured in place by coun- 
tersunk copper studs, placed not over three inches apart, after 
which the guides shall be brought to a true and smooth surface. 

The seats for rings in body of valve shall be turned true 
and smooth, and to the required angle as shown on drawings.. 

The seat rings shall be of form and* dimensions as shown 
on drawings, and faced true and smooth. Seat rings to be 
forced into position and thoroughly and securely fastened in 
place, and a perfectly water-tight joint secured. 

All valves of 10 inch diameter and upwards to be provided 
with indicator as shown on drawings. 

All wrought iron bolts and nuts to be made from the best 
quality of American refined iron. The nuts to be hexagonal 
and the heads square. Heads, nuts and threads to be standard 
size. 

Valve stem shall be made of phosphor bronze, quality B ; 
or Crescent bronze, quality No. 2 ; or of first quality of "Stuck- 
stede" bronze, and shall be free from flaws or defects of any 
kind, and have a tensile strength of not less than 30,000 pounds 
per square inch. Screw threads on the stems and nuts to be 
cut in most perfect manner, and of the exact pitch shown on the 
drawings, and so as to work true and smooth, and in perfect 
line throughout entire lift of valve. 

There shall be two dowel pins, made of composition, set 
in the flanges connecting the dome and main casting, as shown 
on drawings, for the purpose ot centering and bringing into 
perfect alignment these castings. Holes for dowel pins to be 
drilled and reamed tapering, and pins turned to perfect fit. 
Pins for the 36 inch and 30 inch to be i inch in diameter ; for 
the 20 and 15 inch, ^ inch diameter; for the 12 and 10 inch, 
^ inch diameter; and for the 8 and 6 inch, y^ inch diameter. 

Gearing to be extra strong, and of the form and dimen- 
sions shown. Pinion post to be of a good quality of steel ; 
key seats shall be truly cut, and keys made of steel, and of the 
full dimensions. • 



SPECIFICATIONS FOR STOP VALVES. 



215 



Cap nuts for valve wrench to be of the following outsidfe 
dimensions: for all 6 to 15 inch valves (inclusive), to be 2 
inches square; for the 20 inch, to be 2^ inches square; and for 
the 30 and 36 inch, to be 3^^ inches square. 

All iron work, after being thoroughly cleaned, to be 
painted with three good coats of parafHne varnish, applied hot. 
The valves shall be tested by hydraulic pressure, as follows: 

First. Heads shall be secured at each end of casting, 
the valve opened, and a pressure of 200 pounds per square 
inch applied. 

Second. Each face joint of valve shall be tested by clos- 
ing the valve, leaving one end of the casting open, and apply- 
ing a pressure of 100 pounds per square inch to the other — this 
operation to be reversed to test the other face. 

Any and all defects developed in testing shall be thor- 
oughly corrected to the satisfaction of the water commissioner. 
After testing all valves to be thoroughly drained. 

All parts of valves of the same size to be perfectly 
interchangeable. 

The water commissioner may take at random any wrought 
iron bolt or nut, and have it broken in a testing machine. If 
bolt shall not fulfill the requirements of table below, the whole 
lot of that size and make to be rejected : 



Size of 


Bolt. 


Tensile Breaking 


Reduction of Area at 


Strength. 


Breaking Point. 


5-8 inch. 


9,000 lbs. 


20 per cent» 


3-4 




13,000 '' 


20 per cent^ 


' 7-8 




19,000 " 


20 per cent.. 


1 




25,000 " 


20 per eent^ 


11-8 




31,000 " 


20 per centv 


1 1-4 




40,000 " 


20 per cent;. 


11-2 




58,000 '* 


20 per cent. 



The Water Commissioner may take at random any valve 
stem with nut, either finished or unfinished, for 6, 8, 10 or \% 
inch valves, and have it broken in a testing machine. 

If any stem or nut shall not fulfill the requirements of the 



table below, the 
rejected. 


w 


bole lot of that ma 


ke 


and size to 


be 


Size of Valve. 


Tensile Breaking 

Strength of Stem. 

(Including Nut and Collar.) 




Ductility in 
S Diameter. 




6 inch. 

8 " 
10 " 
12 " 


34,000 lbs. 
34,000 " 
34,000 " 
42,000 " 




8 per cent. 

8 

8 " 

8 





216 ENGINEERING SPECIFICATIONS. 

All valve stems for 15 inch and larger valves to be cast 
with a coupon on one end, 15 inches long by i)^ inches 
diameter. Any one or all of these coupons may be taken by 
the Water Commissioner and broken in a testing machine. ,1£ 
any coupon shall show a breaking strength of less than 30,000 
lbs. per square inch, or shall have a ductility of less than 8 per 
cent, in 8 diameters, the stem from which it was cut shall be 
rejected. 

For all materials taken by the Water Commissioner for 
testing which are found to conform to the above requrements, 
there shall be added. to the final estimate: 

For all wrought iron 7 cents per pound. 

For all Phosphor bronze 25 cents per pound. 

For all Crescent bronze 25 cents per pound. 

For all Stuckstede bronze 25 cents per pound. 

The broken material to belong to the party of the second part. 
For all materials taken for testing which do not come up to 
requirements there shall be no allowance, and the broken, 
material shall be returned to party of the first part.* 

The whole to be put together in a thorough and workman- 
like manner, and delivered, packed, ready for use. The work- 
ing parts to be perfectly fitted together and working true in 
line. The joint between the face rings, when the valve is 
glosed, must he absolutely water-tight. The whole to be in 
material, workmanship and finish, to the satisfaction and 
acceptance of the water commissioner. M. L. H. 



LUMBER GRADING AND CLASSIFICATION. 

145. Rules of the Southern Lumber Manufac- 
turers' Association. The rules given in the following 
articles were adopted by the Southern Lumber Manufacturers' 
Association at Memphis, Tennessee, February 31, 1895. They 
are given here entire to assist the engineer to use descriptive 
terms in the same sense in which they are used by the lumber 
manufacturers and dealers. While they are intended to apply 
only to southern yellow pine, they can be understood to apply 
in a general way to all merchantable lumber. Since lumber is 
always sold under certain grade names, and since in the large 

*In the St. Louis specifications the contractor is the party of the first part. 



LUMBER GRADING AND CLASSIFICATION. 217 

markets the lumber is oflficially graded, it is sufficient for the 
engineer and architect to use these technical terms in his speci- 
fications, provided he knows that he is using it in the same 
sense in which it is used Ijy lumber dealers in that market. If 
he does not feel safe in limiting his description to the use of 
such technical class terms, he will still find considerable infor- 
mation in the following official rules, which will enable him 
better to describe the kind of lumber wbich he wishes to have 
supplied. 

146. General Rules for Classifying Lumber. 
The following general rules are intended to serve as a guide to 
lumber inspectors in enabling them to classify the lumber in 
accordance with the grades named below in subsequent 
articles. 

1. Yellow pine lumber shall be graded and classified 
according to the following rules and specifications as to quality; 
and dressed stock shall conform to the subjoined table of stand- 
ard sizes, except where othervvise expressly stipulated between 
buyer and seller. 

2. * Recognized defects in yellow pine are knots (pin, 
round, spike, black, encased, loose or rotten), knot holes, 
splits (either from seasoning, ring-heart or rough handling), 
shake, wane, crooks, warp, rotten streaks, dote, rot, worm 
holes, pitch pockets, seasoning or kiln checks, blue sap and 
pitch streaks. 

* Some of the following terms may need defining: Ring-heart is a "shake" or 
cleavage along the plane of an annual ring, usually about half way between the pith 
and the circumference. "Shake" or "wind shake" is a cleavage of the trunk of a tree 
while yet standing, due to the action of the wind in bending the trunk. It is usually 
along the plane of an annual ring, that is to say, concentric with the center or pith of 
the tree. 

"Heart-shake" is a diametral or radial cleavage through the tree or log. If it 
occurs after the logs are cut, or in large timbers after they are sawed, it is due to shrink- 
age in drying. This is the common defect of all oak logs or large timbers. 

"Wane" is a deficiency in width, either over the entire edge or on one corner, 
caused by a crook in the log. 

"Crooks" are permanent distortions of the board, due to defective piling or from 
other causes. 

"Warp" is a twisting of the board into a warped surface. 

"Seasoning or kiln checks" are either very small or large cracks, caused by dry- 
ing the surface of the board with its accompanying shrinkage, while the interior is still 

wet. 

"Blue sap" is a discoloration, which green yellow pine is subject to, especially the 
sap portion, if not at once piled for drying or placed in a dry kiln. 

"Pitch streaks" are longitudinal openings, sometimes of considerable size, as J4 
inch to J^inch wide and several inches (or even feet) long, filled with rosin. 



218 ENGINEEKING SPECIFICATIONS. 

3. Bright sap shall not be considered a defect in any ot 
the grades provided for and described in these rules. The 
restriction or exclusion of bright sap constitutes a special class 
of material which can be secured only by specific contract. 

4. Firm red heart shall not be considered a defect in 
common grades. 

5. Defects in rough stock, caused by improper manufac- 
ture or drying, will reduce grade, unless they can be removed 
in working such stock to standard sizes. 

6. Imperfect manufacture in dressed stock, such as 
chipped, grain splintered or torn places, broken knots on edge 
of shiplap, insufficient tongue on flooring, etc., shall be con- 
sidered defects, and reduce grade accordingly. 

7. A standard knot is sound, and not over i}{ inches in 
diameter. A pin knot is sound, and not over half an inch in 
diameter. 

8. Any piece that will not work one half its size shall be 
classed as a dead cull. 

9. The grade of all regular stock shall be determined by 
the number and position of the defects visible in any piece. 
The enumerated defects admissible in any given grade are 
intended to be descriptive of the coarsest pieces such grade may 
contain. The average quality of the grade should be midway 
between such pieces and the defects allowed in the next higher 
grade. 

10. Lumber or timber sawed for specific purposes, such 
as wagon tongues, bridge timbers, car sills, etc., must be 
inspected with a view to the adaptability of the piece for the 
use intended. 

11. In finishing, flooring, etc., the enumerated defects 
admissible in a given grade apply only to the face side of tfce 
piece, but reverse face should not admit defects that would 
render the piece unsuitable for the purpose intended. 

12. Standard lengths are multiples of 2 feet from 10 to 20 
feet, inclusive, for boards and strips, and from 10 to 24 feet, 
inclusive, for dimension, joists and timbers. Longer or shorter 
lengths than those herein specified are special. Odd lengths, 
if below 24 feet, shall be counted as of the next higher even 
length. 

13. On stock width shipments of 8-inch and under no 
board shall be admissible that is more than j^ inch scant ; on 
lo-inch not more than ^ inch, and on 12-inch not more than 
j4 inch scant of specified width. 

14. Yellow pine of better grade than No. i common up 
to 4 inches in width is classified according to grain as edge 
grain and flat grain. Edge grain yellow pine has been vari- 
ou.ly designated as rift-sawn, straight grain, vertical <^rain and 
quarter-sawed, all being commercially synonymous terms. 



LUMBER GRADING AND CLASSIFICATION. 219 

Edge grain stock is specially desirable for flooring, and admits 
no piece in which the angle of the grain exceeds forty-five 
degrees from vertical, thus excluding all pieces that will sliver 
or shell from wear. Such stock as will not meet these require- 
ments is known as flat grain. 

15. All dressed and matched stock shall be measured 
and sold "strip count," i. e., full size of rough strijD from 
which such stock is made — 3, 4, 5 and 6 inches wide. 

16. The foregoing general observations shall apply to and 
govern the following detailed descriptive enumeration of 
recognized grades. 

147. Rules for Grading Finishing Lumber. The 

following rules for grading apply to all kinds of finishing stock, 

whether for interior or out-door work. In these rules such 

expressions as "S. i S."or "S. 2 S." mean "surfaced one side," 

or "surfaced two sides," respectively. Also "S. i S. i E." will 

be understood to mean "surfaced one side and one edge." By 

surfacing is meant planing or running it through a planing 

machine. It may still require hand dressing for the best work. 

Nearly all saw mills now dry their lumber and run it through 

the planer, in order to save the extra freight on the rough 

and green lumber. 

(Grades: First and second clear; third clear; barn and 
roofing stocks). 

17. First and Second Clear Finish^ i inch, S. i or 2 
S., up to and including 10 inches wide, must show one face 
clear from all defects; 333^ per cent, of any shipment of 12 or 
14 inches wide will admit two pin knots or one standard knot, 
slight pitch streak, or small pitch pocket, or sap stain not over 
13^ inches wide running across the face, or small kiln or 
seasoning checks, but no two of these defects shall appear in a 
single piece ; 16 inches wide will admit of two defects allowed in 
12-inch or their equivalent. Wider than 16-inch will admit 
proportionately more defects. Pieces otherwise admissible in 
which the point of the grain has been loosened or slivered in 
dressing on the face side should be put in lower grade. Defec- 
tive dressing or reverse face of finishing is admissible. In case 
both faces are desired clear special contract must be made. 

18. Third Clear Fiiiish^ i inch, S. i S. or 2 S., up to 
and including 10 inches in width, may have not more than two, 
of the following defects on best or face side: Three pin knots 
one standard knot; three sap stains 2 inches wide running across 



220 ENGINEERING SPECIFICATIONS. 

the face or their equivalent; two pitch pockets; slight pitch 
streaks, kiln or seasoning checks ; torn places, and wane which 
does not enter more than i inch, nor extend more than 2 feet; 
12-inch will admit three of the above defects, or their equiva- 
lent. This grade is suitable for paint finish. 

19. 13^, I ^ and 2 inch, S. i or 2 S., shall take i inch 
inspection, and unless otherwise agreed between buyer and 
seller, shall be subject to inspection on face or best side only. 

20. Barn and novelty siding, shiplap and grooved roofing- 
shall be S, 10 and 12 inches wide, and consist of boards falling 
below third clear which are sound and water-tight, free from 
coarse knots and wane over i inch wide extending more than 3 
feet in any piece. Pitch, except in narrow streaks, should be 
excluded. 

21. Edge-Grain Flooring- (Grades: First clear, second 
clear). First clear edge-grain flooring must be well manufac- 
tured, and free from all defects on face side of strip. 

22. Second clear edge-grain flooring will admit of three' 
pin knots or one standard knot, or small pitch pocket, or blue 
sap stain not to exceed 10 per cent, of the face. 

23. Flat-Grain Flooring. (Grades: A flat, B flat). 
A flat flooring may contain two pin knots or one small 
pitch pocket, but shall be free from other defects, and must 
be well manufactured. Pieces in which the point of the 
grain has been loosened in dressing should be put in lower 
grade. 

24. B flat flooring may have any two of the following 
defects: Three pin knots or one standard knot, slight sap stains, 
small pitch pockets, slight torn places and defects in manufac- 
ture, narrow pitch streaks and seasoning checks. When all 
other defects are absent, blue sap stain in any quantity shall be 
admitted. 

25. Common Flooring. (Grades: No. i common. No. 
2 common). No. i common flooring must be manufactured 
from sound stock. In addition to the defects described in B 
flat, also admits of sound knots, blue sap and firm red heart in 
any quantity, pitch and slight shake, but must lay without 
waste. No division as to grain is made in this grade. 

26. No. 2 common flooring includes all pieces that will 
not grade No. i common which can be laid without wasting 
more than one fourth the length of any piece. This grade will 
admit imperfections which do not render the piece unfit for use 
in cheap floors and roof sheathing. 

27. Center-matched flooring shall be required to come up 
to grade on one face only. 

28. Ceiling. (Grades: A, B, C). A ceiling shall be 
free from all defects on face side and well manufactured. 



LUMBER GRADING AND CLASSIFICATION. 221 

29. B ceiling will admit slight imperfections in dressing — 
three pin knots or one standard knot, pitch streaks or small 
pitch pockets, or blue sap stain not to exceed 10 per cent of the 
face; but not more than two of these defects to be admitted in 
any piece. 

30. C ceiling conforms to grade of No. i common flooring 
and is suitable for paint finish. Will admit imperfections that 
do not prevent its use without waste. 

31. Wagojz Bottotns. (Grades: A, B). Wagon bottoms 
shall be graded the same as flat grain flooring. 

33. Bevel and Drop Siding. (Grades: A, B and C). 
Shall be graded according to ceiling rules, but will admit more 
blue stain, and, except in C grade, should exclude pitch. Slight 
additional imperfections on the thin edge of bevel siding which 
will be covered by the lap are admissible. 

33. Partition. (Grades: A, B and C). Partition shall 
conform to ceiling grades, but must meet the requirements of 
the specified grade only on one face. The reverse face shall 
not be more than one grade lower. 

34. Molded Casings and Base. (Grades: First clear, 
second clear). First clear shall be free of all defects on face 
and perfect in manufacture. 

35. Second clear is suitable for work that is to receive a 
paint finish, and usually consists of rejections, made after 
dressing, from stock inspected in the rough as first clear. The 
defects admitted in B ceiling would be allowed. 

148. Rules for Grading Common Boards and 
Rough Lumber. 

COMMON BOARDS AND SHIPLAP. 

36. No. I common boards, S. i S., and No. i common 
shiplap shall be manufactured from sound stock, of even thick- 
ness the entire-length. Will admit of any two of the following 
defects : Wane one half inch deep on edge and one sixth the 
length of any piece ; tight sound knots, none of which shall be 
larger than three inches in diameter, or equivalent spike knots; 
one split not more than sixteen inches long, and blue sap. 
These boards should be firm and strong, suitable for use in all 
ordinary construction and serviceable without waste. 

37. No. 2 common boards and No. 2 common shiplap 
admit pieces that fall below No. i common which are free 
from the following defects : Rotten streaks that go through 
the piece, through heart shakes which extend more than one 
half the length of the piece, and wane over two inches wide 
exceeding one third of the length of the piece. A knot hole 
i^ inches in diameter or its equivalent will be allowed, pro- 
vided the piece would otherwise grade No. i common. Worm 



222 ENGINEEEING SPECIFICATIONS. 

holes and straight splits one fourth of the length of the piece 
are admissible. 

FENCING s. I s. 

38. No. I common fencing must be manufactured from 
sound stock. May contain sound knots equal in diameter to 
not over one third the width of piece at any given point 
throughout its length, but must be free from spike knots the 
length of which is over one half the width of piece. Also, free 
from wane over one half inch deep on edge and one half the 
length of any piece measured on one side. This grade must 
work its full length without waste. 

39. No. 2 common fencing shall admit of pieces that fall 
below No. I common which are free from through rotten 
streaks. 

40. Miscut I inch stock in boards and fencing which does 
not fall below ^ inch thick shall be admitted in No. 2 com- 
mon, provided that the grade of such thin stock is in all other 
respects as good as No. i common. 

DIMENSION S. I S. IE. 

41. JVo. J Common Dimension shall be manufactured 
from sound stock, and be free from loose and unsound knots, 
and large knots so located as to materially impair the strength 
of the piece ; v^'ill admit of seasoning checks and heart shakes 
that do not go through, of slight w'ane and such other defects 
as do not prevent its use as substantial structural material. 

42. JSfo. 2 Common Dimension admits all pieces falling 
below No. I common which are free from through rotten 
streaks, and sound enough to be used without w aste. 

43. Miscut 2 inch stock which does not fall below 1 5^ 
inch shall be admitted in No. 2 common, provided that the 
grade of such thin stock is in all other respects as good as No. 
I common. 

44. In boards, fencing and dimension, stock falling below 
No. 2 grade and excluding dead culls shall be classed as No. 3. 

45. Dressed timbers shall conform in grade to the speci- 
fications applying to rough timbers of similar size. 

ROUGH YELLOW PINE FLOORING STRIPS AND FINISHING. 

46. Flooring strips are 3 inches, 4 inches, 5 inches and 
6 inches wide when green ; square-edged and evenly manu- 
factured. 

47. Finish must be evenly manufactured, and shall 
embrace all sizes from i inch to 2 inches thick by six inches 
and over in width. 

48. No finishing lumber, unless otherwise ordered, should 
measure when dry and rough less than ig inch scant in thick- 



LUMBER GRADING AND CLASSIFICATION. 223 

ness. No piece in any shipment of boards and strips shall be 
more than j^ inch scant on 6 and 8 inch stock, ^ inch scant 
on lo and }4 inches scant on 12 inch and wider stock. 

49. Wane and seasoning checks that will dress out in 
working to standard thicknesses and widths are admissible. 

50. Subject to the foregoing provisions rough finishing 
shall be graded according to the specifications applying to dress 
finishing. When like grade of both faces is required special 
contract should be made. 

COMMON BOARDS, FENCING AND DIMENSION. 

51. Rough Common Boards and Fencing must be 
evenly manufactured, and should not be less than y% inch thick 
when dry, nor more than ^2 inch scant of specified width. 

52. Rough 2 inch Common shall be evenly manufactured 
and not less than ij^ inches thick when green, or i^ inches 
thick when dry. The several widths must not be less than ^ 
inch over the standard dressing width for such stock. 

53. The defects admissible in rough rock shall be the 
same as those applying to dressed stock of like kind and grade, 
but such further defects as would disappear in dressing to 
standard size of such material shall be allowed. 

54. Rough timbers 6y.6 and larger shall not be more than 
5^ inch scant when green and be evenly manufactured from 
sound stock with not less than three square edges, and must be 
free from knots that will materially weaken the piece. 

55. Timbers 10x10 in size may have a 2 inch wane on 
one corner, or its equivalent on two or more corners, one fourth 
the length of the piece. Other sizes may have proportionate 
defects. 

56. Seasoning checks, and shakes extending not over one 
eighth the length of the piece, are admissible. 

149. Standard Dimensions of the Southern 
Lumber Manufacturers' Association.* 



2J7 
3 2 



Flooring. The standard of 1x4 and 6 inch shall be 
X354! and 534^ inches; i^ inch flooring, i ^^ inches. 

Ceiling. Yz inch ceiling, ^\ inch ; )^ inch ceiling, 
j^g inch; S/^ inch ceiling, j^^ inch; ^ inch ceiling, J-J inch; 
same width as floorinof. 

Finishing, i inch, S i S or S 2 S, to -|4 ; 1% inch, 
S I S or S 2 S, to 13^2 inch; i^ inch, S i S or S 2 S, to 
iJI inches; 2 inch, S i S or S 2 S, to 1% inches. 

Boards and Fencing, i inch, S i S or S 2 S, to 13-16. 

*These particular dimensions can not be assumed to hold for all parts of the 
country. 



224 ENGINEERING SPECIFICATIONS. 

Dimension. 2x4, S i S i E, to if^x3^ inches; 2x6, 
S I S I E, to i^x5fi inches; 2x8, S i S i E, 1^x7^ 
inches; 2x10, S i S i E, to lysx^j^ inches; 2x12, S i S 
I E, to i^xiij4 inches; 4x4, 3/^ inch off side and cage; 
4x4, 848,^ inch off each side. 

150. Specification for Thoroughly Seasoned 
Lumber. There is no difference between "seasoned"' lum- 
ber and "dried" lumber. "Thoroughly seasoned" or "thor- 
oughly dried" lumber is lumber which has been dried, either in 
the open air or in a dry kiln, until it has reached that state of 
dryness which is relatively permanent. It then contains water 
equal to about ten per cent, of its weight. This is what might 
be called the atmospheric moisture. This will remain in the 
wood unless driven off by evaporation at a temperature of 212 
degrees Fahrenheit or more. The word "thoroughly" when 
used in this connection, means "uniformly" as w^ell as "effect- 
ually." That is, "thoroughly dried" lumber is dried uniformly 
throughout its entire cross-section and throughout its entire 
length. 

To determine the percentage of moisture of lumber It is 
only necessary to cut a section from a board or §tick and weigh 
it; then dry in an ordinary stove oven with a slow fire for an 
hour or two and then weigh again ; the difference in weight 
divided by the dry weight is the percentage of moisture. As 
determined by this test, "thoroughly dry lumber" should not 
contain more than ten or twelve per cent, of water, and the 
interior should be as dry as the exterior. 

The necessity for using thoroughly dried lumber where 
shrinkage is to be avoided, arises from the fact that belotv about 
JO per ce?it. moisture lumber skri?iks nearly as much as it 
dries. That is to say, when lumber dries down from 30 per 
cent, moisture to 10 per cent, moisture it dries out, or loses 
in weight, 20 per cent, of its dry weight. It also loses about 20 
per cent, of its dry volume, or say 15 per cent, of its volume at 
30 per cent, moisture. The shrinkage lengihwise is very slight, 



SPECIFICATIONS FOR CAST IRON. 225 

hence it hiis lost about 15 per cent, of its cross-section, or say 
six or seven per cent, of each of its lateral dimensions. That 
is to say a board one foot wide at 30 per cent, moisture is only 
about 11^ inches wide at 10 per cent, moisture; or a floor- 
ing board 4 inches wide at 20 per cent, moisture is only about 
3^ inches wide at 10 per cent, moisture. On account of the 
very large radial fibres (medullary rays) in oak wood, this 
kind of lumber shrinks mostly in a circumferential direction, 
and all timber shrinks more circumferentially than radially 
since all woods have these medullary rays to a greater or less 
extent. It is for this reason that * 'quarter sawed" (radial 
sawed) lumber is more satisfactory than "flat sawed" for all 
kinds of furniture and house trimmings. For flooring quarter 
sawed, or "rift sawed" boards, presenting an "edge-grain" 
surface, is far preferable to "flat-grain" because it wears evenly 
and does not sliver on the surface. 

The specification may read as follows: 

All the lumber delivered under this contract, to be used 

for purposes of , shall be thoroughly seasoned or 

dried, either in the open air or in a kiln or both. By "thor- 
oughly seasoned" as here used is meant a seasoning or drying 
uniformly throughout the entire sections of the various sizes 
delivered, and the average percentage of moisture contained in 
the lumber when delivered shall not be more than ten per cent, 
of its weight, as determined by actual experiment. 



SPECIFICATIONS FOR IRON AND STEEL. 

151 . Specification for Cast Iron. There is prob- 
ably no material in engineering structures which can more 
profitably be governed by specifications involving tests than 
cast iron. Since cast iron usually breaks under some kind of 
shock or blow, it is more necessary to test the iron for resilience 
than for strength. The most convenient test for resilience is 
15 



226 ENGINEERING SPECIFICATIONS. 

the cross-bending test, in which deflection is measured. The 
half product of the deflection multiplied by the breaking load 
is the mathematical measure of the resilience in inch pounds. 
This can be reduced to an absolute unit by dividing by either 
the weight or the volume of the bar, and if all the bars tested 
in this way are rectangular in cross-section and of uniform size 
from end to end, the unit obtained in the above manner will 
be comparable, notwithstanding great variations in the dimen- 
sions. ,It is best, however, to have the test specimens always 
made from the same pattern, using the thickness of metal 
which corresponds closely to the average thickness of web of 
the castings required. If uniform test specimens be employed, 
there is no necessity of dividing the half product of deflection 
and breaking load by the volume or by the weight, since this 
volume or weight remains a constant. In this case the relative 
resilience of the material will be indicated by the product of 
the breaking load into the maximum deflection. The strength 
of the material will be indicated by the breaking load alone. 

The following specification is the one commonly employed 
for all castings made for the water department of St. Louis, 
and is designed to answer the above requirements. 

Cast Iron. 

All of the iron castings shall be made from a superior 
quality of iron, remelted in the cupola or air furnace, tough 
and of even grain, and shall possess a tensile strength of not 
less than 18,000 pounds per square inch. 

Test bars of the metal 3 inches by ^z inch, when broken 
transversely. 18 inches between supports, and loaded in the 
center, shall have a breaking load of not less than 1,000 pounds 
and shall have a total deflection of not less than 3-10 of an 
inch before breaking.* Said bars to be cast as near as possi- 
ble to the above dimensions without finishing; but correction 
will be made by the water commissioner for variations in thick- 
ness and width, and the corrected result must conform to above 
requirements. 

*The tensile strength may be raised to 20,000 or even to 25,900 pounds per square 
inch, while the deflection may be made y^ inch for ordinary good cast iron and y, inch 
for a better quality. For a superior quality it may be made Yt, inch, with a breaking 
load of 1250 pounds. 



SPECIFICATIONS FOE WROUGHT IRON. 227 

Specimen bars of the metal used, of a size and form suit- 
able for testing, shall be prepared when required. 

These specimen b.irs shall be poured from the ladle at 
any time, either before or after the casting has been poured, 
as may be required, and shall present a true specimen of the iron 
used for making^ the castings. 

If any two test bars cast the same day show a breaking 
strength of less than 18,000 pounds per square inch, or do not 
show the required cross-breaking load and deflection, all the 
castings made from the same mixture to be rejected. 

All castings shall conform to the shape and dimensions 
required by the drawings, and shall be clean and perfect, with- 
out blow or sand holes, or defects of any kind. No plugging 
or other stopping of holes will be allowed. 

Particular care shall be taken to secure perfect lugs, where 
such are required by the drawings. Whenever any doubt 
exists of the exact interpretation as to the shape or dimensions 
shown on the drawings, the contractor must consult with the 
water commissioner, or his duly authorized agent, in regard 
thereto. M. L. H. 

152. Specification for Wrought Iron. Since the 

cost of the manufacture of soft and mild steel has been so 

greatly reduced as to enable this material to compete in price 

with that of wrought iron, the wrought iron mills haye been 

driven to cheapen their product, and they do this by hurrying 

the metal through the puddling process too rapidly. The 

result is that whereas steel has been constantly improved for 

structural purposes wrought iron has constantly degenerated. 

It is necessary, therefore, now to examine and test the wrought 

iron very rigidly to insure against obtaining a comparatively 

worthless product. It is thought the following specification is 

suiHcient for this purpose, provided it is followed up by suitable 

tests. 

IVf'oteght Iron. 

All wrought iron used must be tough, ductile and fibrous, 
of a uniform quality, free from crystalline structure, cinders, 
flaws or cracks. In bars, it must have an ultimate strength of 
50,000 pounds per square inch, with 26,000 pounds^ elastic 
limit and an elongation of 25 per cent, in eight inches. Angle 
iron must have an ultimate strength of 48,000 pounds per 
square inch, 24,000 pounds elastic limit, with 20 per cent, 
elongation in eight inches. A. P. B. 



228 ENGINEERING SPECIFICATIONS. 

153. Specification for Structural Steel. While 

ordinarily it is not wise for a civil engineer to specify methods 
of manufacture, the author of this work believes that it is advis- 
able in the case of structural steel to limit the manufacture to 
the open-hearth process, and also to limit the product to that 
supplied by the manufacturers of established reputation. It is 
now an easy matter to obtain any desired grade of structural 
steel from that having a strength of 55,000 pounds to that hav- 
ing a strength of 70,000 pounds, wherein the ultimate elonga- 
tion of a test specimen eight inches in length will be from 33 
per cent, to 35 per cent, for the softer grades, to 20 per cent, 
or 25 per cent, for the higher grades. It ii> important also to 
limit the phosphorus, as this produces brittleness. The best o-f 
this material can be bent cold upon itself and mashed flat with- 
out showing signs of failure up to a thickness of plate of ^ of 
an inch. Steel manufactured by the open-hearth process is 
usually more uniform in character, and if care is taken in its 
manufacture as is necessary under rigid specifications, it is 
always possible to obtain the desired results. The following 
specification is probably fully up to the present practice in this 
direction. 

All steel used shall be open-hearth, made at works of 
established reputation, and which have been successfully man- 
ufacturing steel for at least one year. All melts must be made 
from uniform stock in which jDhosphorus shall never exceed 
eieht hundredths of one per cent. A sample bar must be 
rolled from each melt, of three quarters of an inch an diameter, 
the method of obtaining the same being uniform for all melts. 
Tests upon such samples to be made without annealing. Tests 
shall also be made upoa specimens cut from the finished 
product. The three-quarter-round tests must conform to the 
requirements hereinafter given, and the finished product tests 
cut from shapes and plates must conform to the same within 
four per cent. Every piece of steel shall be stamped with a 
number identifying the melt, and a full record of all laboratory 
tests kept. Three qualities of steel will be required. 

First — For the main trusses, floor beams and stringers 
and cross girders, exhibiting an ultimate strength of sixty-three 
to seventy thousand pounds per square inch, a minimum 



SPECIFICATIONS FOR STRUCTURAL STEEL. 229 

elastic limit of thirty-seven thousand pounds per square inch, 
with an elongation in eight inches of not less than twenty-two 
per cent., and a reduction of area of not less than forty-four 
per cent. 

Second — For buckle plates, caisson plates, rivets, or where 
wrought iron is permi;ted (and in lieu thereof), a steel having 
an ultimate strength not exceeding sixty-two thousand pounds 
per square inch, or less than fifty-five thousand pounds, with 
fifty-eight per cent, elastic limit, a reduction in area of fifty 
per cent, and an elongation in eight inches of twenty-eight per 
cent.* 

Third — For wheel treads of track circle in turn-table, a 
steel having an ultimate strength of from seventy thousand 
to eighty thousand pounds per square inch, with sixty percent, 
elastic limit. 

The first two steels to be subject to bending test, before 
and after quenching, and the metal when cold must bend one 
hundred and eighty degrees upon itself without sign of fracture 
in convex side. Specimens must withstand such punch, drift- 
ing, and forge tests as may be required to test soundness, tem- 
per and ductility. 

All metal, whether steel or iron must be clean rolled, 
and any imperfect work, such as ragged or cracked edges, sur- 
face imperfections, or imperfectly rolled shapes, will be suffi- 
cient cause for rejection. Materials will be also rejected vary- 
ing more than two and one half per cent, from weights or sizes. 

A. P. B. 

154. Tests, Inspection, and Acceptance of 
Medium Structural Steel. The following specifications 
were prepared in 1895 for the Northwestern Elevated Railroad 
of Chicago, and represents the latest and best American prac- 
tice: 

All steel shall be manufactured by either the acid or the 
basic open hearth'process, preference being given to the former, 
and must be uniform in character for each specified kind. Any 
attempt to substitute Bessemer or any other steel for the open 
hearth product, will be considered as a violation of the contract, 
and a good and sufficient reason for canceling the same. 

It is understood also that, if the contract be let on the 
basis of using acid open hearth steel, no basic open hearth 
steel will be permitted to be employed in any part of the work ; 
but, if the contract be let on the basis of using basic open 
hearth steel, the employment of the acid open hearth product 

♦This is the common specification for steel plates used for boilers, stand-pipes, 
plate-girders, etc 



230 ENGINEERING SPECIFICATIONS. 

will be permitted whenever the contractor may desire to use it, 
provided, of course, that it comply with these specifications. 

The maximum limits for phosphorus shall be as follows: 

For acid open hearth steel, eight hundredths oi one per 
cent. (0.08 per cent.). 

For basic open hearth steel, five hundredths of one per 
cent. (0.05 per cent.). 

Each ingot which is cast shall be stamped or marked 
plainly with its proper melt number, and this melt number 
must br stamped or painted plainly on all blooms, billets or 
slabs made from such ingots, in order to identify the material 
throughout its various processes of manufacture ; and the 
proper melt number together with the furnace heat number 
must be stamped plainly on each piece of finished material. 

All finished material must be free from injurious seams, 
flaws or cracks, and must have a clean, smooth finish. 

All slabs for rolling plates must be hammered or rolled 
from ingots of at least twice their cross section. 

Test Bars. 

The tests shall be made in the following manner: 
The tensile strength, limit of elasticity and ductility shall 
be determined from standard test pieces, not less than three 
eighths (^) of an inch in thickness, and from full sized pieces, 
tooled to parallel sides.. If the cross section be reduced, the 
tangent between shoulders shall be not less than eight (8) 
inches, an,d the area of the minimum cross section in either 
case shall not be less than one half ()^) of a square inch, and 
preferably not more than one and a half (i^) square inches. 
When of a rectangular cross section, two opposite sides of the 
piece are to be left, if practicable, as they come from the rolls, 
but the finish of opposite sides must be the same in this respect. 
A full sized piece, when not exceeding the above limita- 
tions, may be used as its own test piece. 

Tensile Tests. 

The ultimate tensile strength of all steel, except that used 
for rivets and adjustable members, shall be sixty four thousand 
(64,000) pounds per square inch. 

Steel for rivets and adjustable members shall have an ulti- 
mate tensile strength of fifty seven thousand (57,000) pounds 
per square inch. 

All test bars must have a tensile strengfth within four 
thousand (4,000) pound's per square inch of that specified : and 
for medium steel an elastic limit not less than one half of the 
tensile strength of the test bar, a percentage of elongation not 
less than 1,500,000 divided by the tensile strength in pounds 
per scjuare mch, and a percentage of reduction of area not less 



SrECIFICATIONS FOR IRON AND STEEL. 231 

than 3,000,000 divided by the tensile strength in pounds per 
square inch. In determining the ductility, the elongation shall 
be measured after breaking on an original length of eight (8) 
inches, in which length must occur the curve of reduction from 
stretch on both sides of the point of fracture. 

For rivet steel the elastic limit must not fall below thirty 
thousand (30,000) pounds, the elongation in eight (8) inches 
shall not be less than twenty-five (25) per cent., and the reduc- 
tion of area shall be at least fifty (50) per cent. 

All broken samples must show a siiky fracture of uniform 
. color. 

Be7tdi7ig and Drifting Tests. 

Specimens of medium steel, when heated to a cherry red 
and cooled in water at seventy (70) degrees Fahrenheit, shall 
be capable of bending one hundred and eighty (180) degrees 
around a circle whose diameter is equal to the thickness of the 
test piece, without showing signs of cracking on the convex 
side of the bend. 

Punched rivet holes in medium steel, pitched tw'o (2) 
diameters from a sheared edge, must stand drifting until their 
diameters are fifty (50) per cent, greater tlnn those of the 
original holes, and must show no signs of cracking ihe metal. 

Specimens of rivet or soft steel shall be capable of bending 
cold to one hundred and eighty (180) degrees and closing 
down, flat, upon themselves without cracking. 

JVumber of Test Pieces, 

At least three tests for tensile strength, etc., and three for 
bending shall be made on specimens from different ingots of 
each melt. These tests shall be made by the contractor with- 
out charge, and if the consulting engineer or his autliorized: 
inspector be not satisfied that the tensile test correctly indicates^ 
the effect of the heating and rolling, such additional tests for 
tensile strength, limit of elasticity and ductility, as he may 
desire, shall be made for him on test pieces conforming to the 
provisions named above, at the rate of one dollar ($1.00) each ; 
or, if the contractor desire additional tests, he may make them 
at his own expense under the supei vision of the consulting 
engineer or his authorized inspector, the quality of the material 
to be determined by the result of all the tests in the manner set 
forth in the following paragraph. If material of various shapes 
is to be made from the same melt, the specimens for testing are. 
to be so selected as to represent the different shapes rolled from. 
such melt. 

The contractor will be required to manufacture and test oa- 
his own or some other testing machine, fiee of all extra charge 
for either material or labor, a reasonable nutn'^er of full-sized 



232 ENGINEERING SPECIFICATIONS. 

details used in the design of the structure. It is understood 
that no allowance will be made for the weight of any test 
pieces, when the total weight of metal, for which the contractor 
is to be paid, is computed by the consulting engineer. 

Accepiaizce and Rejection. ^ 

Except for tensile strength, the respective requirements 
stated are for an average of the tests for each; and the lot of 
finished pieces from which samples were selected shall be 
accepted, if the tests give such average results; but, if any test 
piece give results more than four (4) per cent, below said 
requirements, the particular piece from \Ahich it was taken may 
be rejected, but such tests shall be included in making the 
average. If any piece have a manifest flaw, its test shall not 
be considered. For each piece thus giving results more than 
four (4) per cent, below requirements, tests from two addi- 
tional pieces shall be furnished by the contractor without 
charge; and, if in a total of not more than ten (10) tests, two 
(2) pieces (or for a larger number of tests a proportionately 
greater number of pieces), show results more than four (4) 
per cent, below the requirements, it shall be cause for rejecting 
the lot from which the samples were taken. Such lots shall not 
exceed twenty (20) tons in weight; and plates rolled in 
universal mill or in grooves, or sheared plates, shall each con- 
stitute a separate lot, as shall also angles, channels or beams. 

Va7'iation in Weight. 

A variation in cross section or weight of rolled material of 
more than two (2) per cent, from that specified shall be cause 
for rejection, and no excess of metal above that computed from 
the drawings exceeding one (i) per cent, will be paid for. 

J. A. L. W. 

155. Specification for Riveted Work. The fol- 
lowing specification for riveted work in structural designing 
has been carefully drawn to give the highest possible efficiency 
and strength without causing extravagant expense. If the 
highest perfection in this kind of work is not required, some 
reduction in cost can be effected, without materially lowering 
the standard, by punching to full size of hole all plates having 
a thickness of ^ of an inch or less, and for such plates resort- 
ing to reaming only after the plates are assembled to secure the 
necessary coincidence of parts. For all plates greater than S3 
of an inch in thickness the holes should be punched ^ of an 



SPECIFICATIONS FOR BRIDGE SUPERSTRUCTURE. 233 

inch less in diameter than required, the parts then assembled 
and the holes reamed out to the requn-ed diameter.* 

After plates or bars are carefully straightened the rivet 
holes will be accurately spaced, so that when members are 
brought into position, the holes shall be truly opposite before 
rivets are driven. Drifting under no circumstances will be 
allowed. In steel work, for all thicknesses up to three quarters 
of an inch, the rivet holes shall be punched one eighth of an 
inch smaller than the rivet required, the parts assembled, and 
the holes reamed out to just pass the rivet before driving. For 
all thicknesses over three quarters of an inch, punching will 
not be permitted, and the holes must be drilled, parts assem- 
bled, and reamed as above. Reamed work is not required for 
lacing bars, transverse, diagonal, or lateral bracing, or for 
caissons, excepting the cross girders belonging thereto, and 
their connection to caisson sides. In the lattice girders for the 
web system of fixed spans, and plate girders of draw span, the 
sharp edges h f t by drilling or reaming to be eased off before 
driving rivets. Surfaces in contact shall be thoroughly coated 
with boiled linseed oil and pure red lead before being assem- 
bled for riveting. Power riveting to be alone used wherever 
possible. All rivets to have neatly capped hemisphered heads. 
Tightening loose rivets by recupping or "setting up" will not 
be allowed; they must be cut out and redriven, whether in shop 
or field. Every built member or girder must be true and out 
of wind, neatly finished to length, and field driven rivets of all 
main girder connections shall be laid out with iron templates 
and accurately drilled so as to just pass the rivet cold. 

A. P. B. 

156. Specification for Wrought Iron and Steel 
Railroad Bridge Superstructure. The specifications for 
iron and steel superstructures have been undergoing gradual 
changes at the hands of the leading American civil engineers 
for many years. The changes have all been based on numer- 
ous experiments on full-sized bridge members and they have 
always leaned to the safe and conservative side. The follow- 
ing specification is fully up to the best practice in the year 1895 
and probably will not be varied much in the near future, as to 
either materials or w^orkmanship : 

The superstructure will consist of one pivot draw 440 feet 
long, divided into fourteen panels of 30 feet each, and one cen- 

*See Modern Framed Structures, Appendix A, for a full discussion of this subject. 



234 ENGINEERING SPECIFICATIONS. 

tral panel of 20 feet, carried on a rim bearing turntable, and of 
two spans each 330 feet long, divided into eleven panels of 30 
feet each. It will include the iron fence which sustains the 
ends of the ties. 

The trusses will in all cases be spaced 20 feet between 
centers. 

Full detail plans showing all dimensions shall be prepared 
at the expense of the contractors under the direction of the 
chief engineer, these plans to be made in accordance with the 
standard practice of the chief engineer. 

The superstructure shall be proportioned to carry the fol- 
lowing loads: 

The actual weight of the structure including floor, rails and 
all other parts. 

A moving load of 3,000 pounds per lineal foot on all 
lengths exceeding 120 feet. 

A moving load of 6,000 pounds per foot on a length not 
exceeding 20 feet. 

A graduated moving load decreasing by 30 pounds for 
each foot from 6,000 pounds per foot on 20 feet, to 3.000 
pounds per foot on 120 feet. 

A concentrated load of 60,000 pounds upon a single axle. 

Provision shall be made for impact by adding fifty per 
cent, to the portion of the strain of the web members which is 
due solely to variable load. 

The tension members of the trusses shall be proportioned 
on the basis of a strain of 20,000 per square inch for dead load 
and 10,000 pounds per square inch for live load. 

Stringers, floor beams, and other riveted girders shall be 
proportioned on the basis of a strain not exceeding 8,000 pounds 
per square inch of net section. 

The maximum compression strain allowed on mild steel 
shall not exceed 14,000 pounds per square inch and the maxi- 
mum compression strain allowed on soft steel shall not exceed 
10,000 pounds per square inch when the length of the member 
does not exceed sixteen times the least transverse dimension, 
these strains to be reduced in proportions which will limit the 
strain to 6,000 pounds per square inch when the length of the 
member is thirty times its least transverse dimension. 

In the draw, the turntable, eleven panels of each bottom 
chord, the four central posts, the eye-bars, the pins, and some 
details of the end lifting apparatus shall be of M steel. The 
coned wheels and the two principal pinions shall be of cast 
steel. The lower casting of the track and the center casting 
shall be of cast iron. All other parts shall be of soft steel or 
of wrought iron at the option of the contractor. 

In the flxed spans, the chords, end posts, eye-bars and pins 
shall be of mild steel. The expansion bearings shall be accord- 



SPECIFICATIONS FOR BRIDGE SUPERSTRUCTURE. 235 

ing to the special provisions of the specifications. All other 
parts shall be of soft steel or wrought iron at the option of the 
contractors. 

STEEL. 

Classes. — Steel will be divided into four classes: HM, M, 
MS, and S, of which M and S will be standards, and HM and 
and MS intermediates. 

Class M will be known as medium steel, and will be used 
in those portions of every member which constitute the calcu- 
lated section. 

Class S will be known as soft steel, and will be used for 
rivets, fences and the lateral rods of the floor system. 

HM and MS steel \w\\\ be accepted for details and parts 
which do not form portions of the calculated sections. 

Manufacture. — Steel shall be made by the open hearth 
process and no steel shall be made at works which have not 
been in successful operation for at least one year ; but this pro- 
vision shall not be held to exclude new furnaces erected in con- 
nection with old works. 

If made in an acid furnace, the amount of phosphorus in 
the finished product shall never exceed eight one hundredths of 
one per cent., this being a maximum and not an average 
requirement. 

If made in a basic ftirnace, the amount of phosphorus shall 
never exceed four one hundredths of one per cent., this being a 
maximum and not an average requirement and being consid- 
ered necessary to show a proper amount of work in the furnace. 

The finished product shall be perfect in all parts and free 
from irregularities and surface imperfections of all kinds. All 
steel must be free from piping. 

The cross sections shall never differ more than 2^ per 
cent, from the ordered cross sections as shown by the dimen- 
sions on the plans. 

Steel for pins more than four inches in diameter shall be 
hammered. 

Every finished plate, bar or angle shall be stamped on one 
side, near the middle, with a number identifying the melt and 
this stamp shall be surrounded with a heavy circle of white paint. 
Steel for pins shall have the melt numbers stamped on the ends. 
Rivet steel and s«nall pieces which do not form part of the cal- 
culated section of members may be shipped in bundles, wired 
together, with the melt number on a metal tag attached. 

Tests, — A sample bar not more than two inches wide, and 
having a cross section of one square inch when the material is 
not less than one half inch thick, shall be cut from the finished 
product of every melt. When taken from metal more than 
two inches thick this sample may be a turned, round bar. The 



236 ENGINEERING SPECIFICATIONS. 

laboratory tests shall be made on this sample bar in its natural 
state without annealing. 

Where a melt is rolled into several varieties of material, 
each variety shall be separately tested. A variety shall consist 
entirely of one of the following shapes: Sheared Plates, Uni- 
versal Mill Plates, Angles, Z's, Channels, I beams. Flats, 
Rounds, Squares, Pin Steel and Eyebar Steel. Flats will 
include all flats not intended to be forged into eyebars. Where 
several sizes of the same variety are rolled, the cross section of 
the largest size shall not be more than twice that of the smallest 
size, and the sample shall be taken from the size which comes 
nearest to a mean. 

In the laboratory tests, measurements to determine elon- 
gation shall be made on a length of eight inches. 

A piece of each sampl'e bar shall be bent i8o degrees and 
closed up against itself. In no case shall any crack appear 
until the circle around which the bar is bent becomes less than 
the thickness of the bar. Except when the sample is taken 
from a pm, the sample bar shall close up against itself without 
showing any crack or flaw on the outside of the bent portion. 

The sample bar shall be tested in a lever machine and the 
following requirements fulfilled: 

CLASS OF STEEL. 

HM. M. MS. S 

Ultimate strength, lbs., per sq. in. . . .70,000 66,000 62 000 58 000 

Elastic limit, " " - "....35,000 33,000 31.000 29'oOO 

Percentage of elongation in 8 in 18 22 24 ' 96 

Percentage of reduction at fracture ... 36 44 48 59 

^Vhere the sample is taken from a pin, the elongation and 
reduction will be reduced to 15 and 30 per cent, for' the HM 
steel and to 18 and 36 per cent, for the M steel. 

The entire fracture shall be silky. 

The requirements for ultimate strength are means, and 
steel will be accepted when the ultimate strength does not dif- 
fer more than 4,000 pounds from the requirements of the table. 

The requirements for elastic limit, elongation and reduc- 
tion are minimum requirements, and no steel will be accepted 
which falls below these conditions. 

The elastic limit will be observed by the falling of the 
beam of the testing machine. 

Duplicate tests may be made when the first sample tested 
fulfills four of the five requirements. If the second test and 
also the average of the two tests meet all the requirements, the 
melt may be accepted. Cases in which the tests are thouo-ht 
not to give fair indica'.ions of the character of the materfal, 
shall be referred to the engineer. 

Analyses shall be made, showing the amount of phospho- 
rus and carbon in every melt, the drillings for these analyses 
being taken directly from one of the ingots. Besides this a set 



SPECIFICATIONS FOR BRIDGE SUPERSTRUCTURE. 237 

of analyses of phosphorus, carbon, silicon and manganese shall 
be made from every ten melts, the drillings to be taken from a 
sample test bar. 

SHOP REQUIREMENTS. 

The work shall be done in all respects according to the 
detail plans furnished by the engineer. 

Where there is room for doubt as to the quality of work 
required by the plans or specifications, the doubt shall be 
decided by using the best class of work which any interpretation 
would admit of. 

All workmanship, whether particularly specified or not, 
must be of the best kind knov\n in use. Past work done for 
the same engineer will never be recognized as a precedent for 
the use of other than the best kind of work. 

All material shall be cleansed, and, if necessary, scraped 
and given one heavy coat of Cleveland Iron Clad Paint, Purple 
Brand, put on with boiled linseed oil before shipment. This 
applies to everything excejDt machine finisiied surfaces. 

The same paint shall be used wherever painting is 
required. 

All machine surfaces shall be cleansed, oiled and given a 
heavy coat of white lead and tallow before shipment. The 
inspector must see that this is a substantial coat, such as is used 
on machinery and not a merely nomnial covering. 

All small bolts, all pins less than six inches in diameter, 
the expansion rollers, and everything with special work on it, 
shall be carefully boxed before shipment. 

Riveted Work, 

Riveted work will be of two classes: i. Reamed work. 
2. Punched work. The provisions immediately following will 
apply to both classes. 

All plates, angles and shapes shall be carefully straightened 
at the shop before they are put together; mill straightening will 
not be considered as meeting this requirement. 

If the rivet holes are marked with templets, these templets 
shall lie flat without distortion when the marking is made. 

The size of rivets shown on the plans is tie size of the 
cold rivet before heating. 

The diameter of the finished rivet hole shall not be more 
than one sixteenth inch greater than the diameter of the cold 
rivet. The heated rivet shall not drop into the hole but require 
a slight pressure to force it in ; the relative size of the rivet and 
rivet hole must be such as to meet this requirement. 

In all cases wheie riveting is to be done in the field the 
parts so to be riveted shall be fitted together in the shops and 
the rivet holes reamed out while thev are so assembled, or an 



238 nXGINEERING SPECIFICATIONS. 

iron templet shall be made and both parts reamed to fit this 
templet. 

All snrfaces in contact shall be cleaned and painted before 
they are put together. 

The rivets shall be driven by power wherever this is possi- 
ble. The manufacturer will be required to procure special 
riveting machines to meet special positions. 

All rivets shall be regular in shape, with hemispherical 
heads concentric with the axis, absolutely tight and shall com- 
pletely fill the hole. Tightening by calking or recupping 
will not be allowed. This applies to both power driven and 
hand driven rivets. 

The angles of stringers must be square and straight. The 
w^eb plate must not project above the angles, and the outside 
edges of the two angles must never be above a true plane and 
never more than one sixteenth inch below the true plane coinci- 
dent with the roots of the angles. 

The outside angle at the root of the angles connecting 
stringers with floor beams, floor beams with posts, or in other 
like details, shall never be less than a right angle, and the excess 
over a right angle shall never be greater than one eighth inch in 
the longer leg of the angle; the angle shall be perfectly straight. 

Reamed Work. 

All work which is of mild steel shall be reamed. 

All sheared or rough edges shall be carefullv planed off. 

The material may be punched with holes one eighth inch 
smaller than the size of the rivets shown on the plans, except as 
provided below. 

When the thickness of the metal is greater than a thickness 
one eighth inch less than the diameter of the rivet, the punched 
hole shall be one quarter inch smaller than the diameter of the 
rivet. 

When the thickness of the metal is greater than a thickness 
one eighth inch more than the diameter of the rivet, no punch- 
ing will be allowed but the holes must be drilhd. 

After the several pieces have been punched (or drilled) 
they shall be assemb'ed. The holes shall then be reamed to 
the diameter required by the size of the rivets, while the pieces 
are together. 

After reaming, every hole shall be entirely smooth, show- 
ing that the reaming tool has everywhere touched the metal. 
In special cases where this fails, the engineer mav authorize the 
hole to be reamed to a larger size and larger rivets used. 

A reamer shall be run over the outer edges of every hole 
so as to remove the sharp enges and make a fillet of at least 
one sixteenth inch under each rivet head. 



SPECIFICATIONS FOR BRIDGE SUPERSTRUCTURE. 2375 

After the reaming is completed the several pieces shall be 
taken apart and cleaned. 

Punched Work. 

All work which is of wrought iron or soft steel may be 
punched without reaming. 

All pieces whose thickness does not exceed the diameter 
of the rivet shall be punched with holes not more than one six- 
teenth inch larger than the diameter of the rivet. 

All pieces whose thickness exceeds the diameter of the 
rivet shall be punched with holes one sixteenth inch smaller 
than the diameter of the rivet, and subsequently reamed to one 
sixteenth inch larger than the diameter of the rivet; this ream- 
ing may be done before the several parts are assembled. 

Where the thickness of the metal is more than one quarter 
inch greater than the diameter of the rivet, the punching shall 
be one eighth inch smaller than the diameter of the rivtt. 

The several parts shall be cleaned before they are assem- 
bled. 

When the several pieces are put together, the work shall 
be sufficiently true for a cold rivet to pass through every hole 
without reaming or drifting. In special cases the engineer 
may authorize the holes to be reamed and larger rivets used. 

Forcred Work. 

The heads of eyebars shall be formed by upsetting and 
forging into shape b}' a process acceptable to the engineer. No 
welds will be allowed. 

After the v^^orking is completed the bars shall be annealed 
in a suitable annealing furnace by heating them to a uniform 
dark red heat and allowmg them to cool slowly. 

The form of the heads of steel eyebars may be modified by 
the contractors to suit the process in use at their works, but the 
thickness of the head shall not be more than one sixteenth inch 
greater than that of the body of the bar, and the heads shall be 
of sufficient strength to break the body of the bar. 

The heads and enlarged ends for screws in laterals, sus- 
penders and counters shall be formed by upsetting and shall be 
of sufficient strength to break the body of the bar. 

Nuts, swivels and clevises, if made of steel, shall be forged 
without welds; whether made of steel or wrought iron, one of 
each size shall be tested, and shall develop a strength ten per 
cent, greater than the strength of the bars to which they are 
attached as determined by required strength of material in such 
bars. 

Eyebars shall be bored truly and at exact distances, the pin 
holes to be exactly on the axis of the bar and at exactly right 
angles to the planes of the flat surfaces. 



240 ENGINEERING SPECIFICATIONS. 

When six bars of the same billed strength are piled together 
the two pins shall pass through both pin holes at the same time 
without driving. Every bar shall be tested for this require- 
ment. 

Pin holes shall be bored with a sharp tool that will make 
a clean, smooth cut. Two cuts shall always be taken, the 
finishing cut never to be more than one eighth inch. Rough- 
ness in pin holes will be sufficient reason for rejecting bars. 

One full sized eyebar for every fifty bars made shall be 
selected from time to time from bars made for the bridge for 
testino^. 

No bars known to be defective in any way shall be taken 
for test bars, but the bars shall be selected as fair average spec- 
imens of the good bars which would be accepted for the work. 

The tests of full sized eyebars shall be made in the large 
testing machine at Athens, Pa., unless some other machine is 
especially accepted by the engineer. 

These bars shall be required to develop an average stretch 
of twelve per cent, and a minimum stretch of ten per cent, 
before breaking. The elongation shall be measured on a 
length of not less than twenty feet, including the fracture. 

The bars v/ill be required to break in the body. 

They shall also show an elastic limit of not less than 
32,000 pounds and an ultimate strength of not less than 60,000 
pounds, as indicated by the registering gauges of the testing 
machine at Athens. 

In case of bars too long for the machine, the bars shall be 
cut in two, each half reheaded, and both halves tested in the 
machine, the two tests, however, to count as a single test bar. 

In these tests a failure to meet the required elongation 
will be considered fatal, and be a sufficient cause for condemn- 
ing the bars represented by the bars so tested, but the engineer 
shall examine carefully into the cause of the breakage of any 
bar which does not meet the requirements, and may order 
additional tests if he sees fit. 

The failure of the bar to break in the body shall not be 
considered sufficient reason for rejection,* provided the 
required elongation is obtained and not more than one quarter 
of the bars break in the head. 

Machine Work, 

The planing, drilling, and reaming required under the 
provisions for riveted work shall always be performed. 

The ends of the chord sections shall be faced so as to be 
perfectly true, after they are riveted up complete, excepting 
only the projecting splice p ates. 



SPECIFICATIONS FOR STEEL STAND-PIPE. 241 

When four chord pieces are fitted together complete in 
the shop, there shall be no perceptible wind in the length of 
the four sections. 

All chord sections shall be stamped at each end on the 
outside with letters and numbers designating the joints in 
accordance with the diagram furnished by the engineer. 

All pin holes and holes for turned bolts passing through 
the whole width of a riveted member shall be bored or 
drilled after all other work is completed. 

Pin holes shall be bored truly and at exact distances par- 
allel with one another and at exactly right angles to the axis 
of the member. 

Pin holes shall be bored with a sharp tool which will make 
a clean smooth cut. Two cuts shall always be taken, the fin- 
ishing cut never to be more than one eighth inch. Roughness 
in pin holes will be sufficient reason for rejecting a whole 
member. 

Pin holes shall be bored to fit the pins with a play not 
exceeding one fifteenth of an inch. These requirements apply 
to lateral connections as well as to other pins. 

The plans show the distance between the centers of pin 
holes. Shop requirements shall be between the bearing edi>es 
of tension or compression members, with a proper allowance 
for the diameter of the pin. An iron standard of the same 
temperature as the piece measured shall always be used. 

All pins shall be accurately turned to a gauge and shall be 
of full size throughout. 

The ends of stringers and of floor beams shall be squared 
in a facer, as shall also all other similar connections. 

All bearing surfaces shall be truly faced. 

All surfaces so designated on the plans shall be planed. 

All screws on iron shall have a truncated V thread. United 
States standard sized. 

All screws cut on steel shall have a truncated V thread. 
United States standard, with eight threads to the inch when the 
diameter is two and one half inches or less and six threads to 
the inch for all larger sizes. G. S. M. 

157. Specification for the Material and Work- 
manship of a Steel Stand-Pipe. The following specifica- 
tion for the material and workmanship suitable for a steel 
water tower or stand-pipe have been prepared by Mr. Wm. 
D. Pence, after a very long and careful investigation of the 
numerous failures which have occurred in such structures and 
also of the materials and workmanship suitable and necessary 
16 



242 ENGINEEKING SPECIFICATIONS. 

for this kind of work. The specification includes a phosphorus 
limit of 0.06 of one per cent., whereas those given in articles 
154 and 156 allowed an upper limit of 0.08 of one per cent. 
There is no question but that a limit of from 0.06 to 0.08 of 
one per cent., is necessary in order to exclude high phosphorus 
steels which are of necessity brittle. The author heartily com- 
mends these specifications, not only for the purpose named, 
but for all similar kinds of work. 

Material. The metal composing the stand-pipe shall 
be soft, open-hearth steel, containing not more than 0.06 per 
cent, phosphorus, and having an ultimate tensile strength of 
not less than 54,000 nor more than 62,000 pounds per square 
inch, an elastic limit not less than one half the ultimate 
strength, an elongation of not less than 26 per cent, in eight 
inches and a reduction of area of not less than 50 per cent, at 
fracture, which shall be silky in character. Before or after 
being heated to a cherry red and quenched in water at 80^ F., 
the steel shall admit of bending while cold, flat upon itself, 
without sign of fracture on the outside of the bent portion. 

Test Pieces. All test samples shall be cut from finished 
material. Tensile test pieces to be at least 16 inches long, and 
to have for a length of 8 inches a uniform planed-edged sec- 
tional area of at least Yz square inch, the width in no case to be 
less than the thickness of the piece. Bending test pieces to be 
12 inches long, and to have a width of not less than four times 
the thickness, with edges filed smooth. 

Number of Tests. For the purpose of identification the 
number of the melt or heat of steel shall be stamped on each 
plate produced therefrom. At least one full series of tests, 
both chemical and physical, as above specified, shall be made 
of each melt, and such additional tests may be made as, in the 
judgment of the inspector, seem essential for corroborative pur- 
poses under varying conditions or methods of treatment of the 
metal. 

Finish of Material. All plates must be free from lami- 
nations and surface defects, and shall be rolled truly to the 
specified thicknesses. 

Facilities for Testing. Complete facilities for the tests 
and inspections shall be provided b}' the contractor, as required. 

Inspector. Material will be inspected at the mill by 
(name of a trustworthy testing concern equipped to make both 
chemical and physical tests) or such other party as may be 
approved by the engineer. 

Additional Test Pieces. If required by the engineer, the 
contractor will provide four certified samples of each thickness 



SPECIFICATIONS FOR STEEL STAND TIPE. 243 

of jDlate used in the work, these samples to be 3 inches wide 
and i6 inches long. 

Workmanship. All workmanship must be first-class in 
every particular. 

Working Steel. The plates and angles shall be shaped to 
the proper curvature by cold rolling. No heating and hammering 
shall be allowed for straightening or curving, or for other 
purposes.* 

Ptuiching. The work shall be carefully and accurately laid 
out in the shop, and the rivet holes punched with a center punch, 
sharp and in perfect order, from the surface to be in contact. 
The diameter of the punch shall not exceed that of the rivet by 
more than 1-16 inch, and the diameter of the die shall in no case 
exceed that of the punch by more than 1-16 inch. Rivet holes 
in plates having a thickness of ^ inch, and over shall either be 
drilled or if punched, shall be reamed not less than ^ inch larger 
than the die sides of the holes, and sharp edges shall be trimmed. 

Beveling^ etc. All calking edges shall be planed to a 
proper bevel. All parts must be adjusted to a perfect lit, and 
properly marked before leaving the shop. 

Erection. In assembling the w'ork, the rivet holes shall 
match so that hot rivets may be inserted without the use of a 
hammer. Drifting is prohibited. Eccentric holes, if any, 
must be reamed, and if required, larger-sized rivets shall be 
used in such holes. 

Rivets and Riveting. The best grade of soft charcoal iron 
rivets to be had in the market shall be used. Sufhcient stock 
must be provided in the rivets to completely fill the holes and 
make a full head. The rivets shall be driven at such a heat as 
will admit of their being finished in good form with a button set 
before the rivet has cooled to a critical point. As often as may 
be deemed advisable for the purpose of testing the work, rivets 
shall be cut out at the direction of the inspector. The quality 
of the rivet metal and of the workmanship shall be such that the 
fracture of the rivet so removed at random shall show a good, 
tough, fibrous structure without any crystalline appearance, and 
there shall be no evidence of brittleness. Loose rivets must be 
promptly replaced, no rivet calking being permitted. 

Calking. All seams must be calked thoroughly tight with 
a round-nosed calking tool by workmen of acceptable skill. 
Great care must be taken not to injure the under plate. 

Rejections. Defective material and workmanship may be 
rejected at any stage of the work, and must be properly replaced 
by the contractor as directed. 

*If lap riveting is used, omit the expression "or for other purposes," and insert the 
following sentence: "No scarfing shall be done at a temperature below that of igni- 
tion of a hard-wood hammer handle, and no work shall be done upon the steel betweea 
such temperature and that of boiling water." 



244 ENGINEEKING SPECIFICATIONS. 

Final Tests. After completion the work shall be tested 
by filling the stand-pipe with water, and the leaks, if any, 
shall be promptly and thoroughly calked. The stand-pipe 
must be water-tight before acceptance. 

Superintendence. All inspections shall be made under 
the direction of the engineer who shall have general supervi- 
sion of the work. \V. D. P. 



MISCELLANEOUS SPECIFICATIONS. 
158. Specifications for Pile and Trestle Bridging. 

The following specifications for pile foundations and timber 
trestles are those used by the Union Pacific Railway Co. These 
specifications may, however, serve as a standard for all kinds 
of pile foundations, and for the selection of large timbers for 
engineering structures. The formula for obtaining the safe 
bearing resistance of pile foundations is that generally known 
as the "Engineering News formula." 

All piles to be made from straight, sound, live timber, free 
from cracks, shakes and rotten knots, cut from the following 
kinds of timber: White Oak, Burr Oak, Red or Yellow 
Oregon Fir. They must be so straight that a straight line 
taken in any direction from the center of each end of the pile, 
and run the length of it, shall show that the pile is at no point 
over one-eighth of its diameter at such point out of a straight 
line. They must show an even, gradual taper from end to 
end. Ends must be cut square, all bark taken off, branches 
and knots trimmed off smooth, finishing the pile in a workman- 
like manner. They must not be less than fourteen (14) inches 
in diameter at the narrowest point of measurement of butt or 
large end, nor less than ten (10) inches in diameter at narrow- 
est point of measurement of point or small end, and at no part 
more than seventeen (17) inches in diameter. 

All piles must be properly sharpened before driving. They 

must be driven until they will carry a safe working load of 

pounds, computed by the following formula: 

2wh 

In which L=Safe load in pounds. 

w=Weight of hammer in pounds. 
h=Fall of hammer in feet. 
s=Last penetration in inclies. 



SPECIFICATIONS FOR TIMBER STRUCTURES. 245 

They will be estimated and paid for by the lineal foot. i. 
As delivered at the site of the structure, according to bills 
furnished by the engineer. 2. For driving, straightening and 
cutting off ready for the caps, and only the length actually left 
standing in the structure to be paid for. 

All timbers must be of the exact dimensions given and 
figured on the plans, to be cut from sound, live timber, free 
from loose or rotten knots, worm holes, wind shakes or splits ; 
reasonably well seasoned, straight grained, square edged, and 
free from any and every defect calculated to impair its strength 
and durability. It will be estimated and paid for in the work by 
the thousand feet, board measure. The following kinds of 
timber will be accepted: 

All bridge ties will be White or Burr Oak, Oregon Red or 
Yellow Fir, Tamarack, or Yellow Fine. 

All track stringers and guard timbers will be Oregon Fir 
or Yellow Pine, of the long leaved, southern hard pine variety. 

All posts, caps, sills, bracing and end plank will be White 
or Burr Oak, Red or Yellow Oregon Fir, White or Yellow 
Pine, or Tamarack. 

All wrought iron must be of the best quality of refined 
iron, tough, ductile, and capable of standing a tensile strain of 
fifty thousand (50,000) pounds per square inch of sectional 
area. The manufacture of the bolts must be perfect in every 
respect, and have nu!s and screws of the United States standard 
dimensions, length of thread to be not less than three inches. 

All washers and spacing blocks, etc., must be well manu- 
factured of good gray iron and to the exact dimensions shown 
on the drawing. The cost of placing all bolts, spikes, and 
washers ni the structure will be included in the price paid for 
framing and erecting the timber. 

All bridge ties will be furnished and placed in the bridges 
by the contractor. 

The surface of the ties must be brought to a true plane under 
the rail, so that the rail will get a full bearing on every tie. 

All of the track stringers shall be brought to a true plane, 
so that ties will get an even bearing on all the stringers. 

Where any timber or pile trestle bridge is built on a curve, 
the blocking for elevating the outer rail, or other means for 
elevating it, will be as per drawings for the same, a copy of 
which will be furnished from the office of the chief engineer. 

The culverts wdll be put in place and finished ahead of the 
grading, so that it will not interfere with or detain the grading, 
in any way. 

Bridging shall begin when directed by the engineer, 
and progress at a rate sufficiently rapid to keep out of the way 
of the tracklayers. 



246 ENGINEERING SPECIFICATIONS. 

When directed by the engineer drain pipes will be used 
instead of culverts ; they will be of cast iron or vitrified terra 
cotta ; this will be carefully bedded and jointed and of such size 
as rnay be directed by the engineer. 

All framing shall be accurately fitted ; no blocking or shim- 
ming will be allowed in making joints; the holes for the bolts 
shall be bored with an auger of the exact size of the bolts. The 
nuts on all bolts shall be screwed so the washers shall pinch 
hard upon the wood and bring all the parts of the structure 
close too^ether. 

On completion pick up and remove all rubbish from the 
premises. 

All material will be inspected on the above specifications, 
at points of shipment or destination as agreed, and the owners 
required to remove all rejected material from the company's 
premises within thirty (30) days from the date of notice to do 
so. The company after that time will not be responsible for 
the return or safe keeping of the same. 

When from any cause bridge materials are unloaded from 
cars at material yards or end of track, it shall be reloaded by 
the contractor at his own expense. U. P. R'y. 

159. Specifications for the Steam Plant of a 
Small Electric Light Station. The following specifica- 
tion for the steam plant of a small electric light station includes 
specifications for the engine and its attachments, feed water 
heater, boiler feed-pumps, boilers, furnace, stack and pipe con- 
nections. While not especially elaborate, they have been pre- 
pared by a mechanical engineer of large experience in this 
field of practice. They are given here, however, not for the 
purpose of being copied, but simply as an illustration of such a 
specification. The reader will note that three kinds of engines 
have been provided for, and that large liberty is retained by the 
engineer In the selection of the engine from those submitted for 
competition in the bids. A particular feed water heater was 
here specified, because it was thought to be best suited for the 
kind of water which was to be used, the advantage of this 



SPECIFICATIONS FOR STEAM PLANT. 247 

heater being that it largely removes the scale from hard water 
before it enters the boiler: 

ENGINE. 

Tyfe: There will be one engine, of the High Speed Auto- 
matic pattern; cylinders io)4 inches or ii inches diameter; 
capable of operating continuously at 600 feet piston speed per 
minute, without undue heating. 

Regulation: The automatic governor must permit a cut- 
off as late as ^ ; and must be so adjusted, that the difference in 
speed, when running with 100 pounds initial pressure and no 
load, as compared with 75 pounds initial pressure and cut-off ^, 
shall not exceed a guaranteed amount to be stated by bidder; 
with a correspondingly less variation inside of the limits named. 
The regulator must be so constructed, as to permit this guar- 
anteed regulation to be easily maintained, without racing. 

Fixtures and Fittings : Standard cast iron sub-base, and 
two heavy driving pulleys, of such diameter and face as may be 
required to suit dynamo pulleys; a full set of foundation bolts, 
nuts, and plates ; template for foundation ; throttle and drain 
valves; cylinder lubricators, automatic oil cups, wrenches, indi- 
cator motion, etc.; and two one-inch relief valves set at no 
pounds pressure. 

Dimensions : State diameter and material of shaft and 
crank pin, and submit drawing or blue print indicating clearly 
size of cylinders, speed, diameter of pipe openings, space occu- 
pied, and dimensions of foundations. 

Corliss Engine: Bids will also be considered under the 
same conditions on a Corliss engine ; 1 1 inches diameter of 
cylinder, shaft 6 inches ; flywheel and frame extra heavy ; speed 
100. Regulation to be guaranteed. 

Direct Coiznected Engines: This type will also be con- 
sidered, together with suitable dynamo. High speed. Vertical 
or horizontal. Compound or single expansion. Full details 
must accompany proposals. 

Belting: Double thickness, even and pliable, equivalent 
in strength and adhesiveness to the Shultz Leather Belting. Of 
selected stock, stretched twice before being made into belts. 
No shoulders or flank leather to be used. Its tensile strength 
must not be less than 3200 lbs. per square inch of section, and 
must not be worked beyond 65 lbs. per inch of width. The 
belt will be thoroughly stretched again after making, and before 
shipment. 

FEED WATER HEATER. 

One No. 5 Hoppes exhaust steam feed water heater and 
purifier capable of heating 3,000 pounds of water per hour to 
the highest point attainable, without back pressure on the 



248 ENGINEEKING SPECIFICATIONS. 

engine. To have steel shell, oil extractor and trap; crane for 
removing head ; automatic water regulator and openings for 
water and steam as required. 

BOILER FEED PUMPS. 

One Worthington Duplex pump, 5K^3/^^5' ^vater ends to 
have packed pist ons. Piston rods, water cylinder linings and 
water pistons to be of gun metal. Valves suitable for hot 
water; complete with a full set of oil cups and wrenches. 

BOILERS. 

To be two in number as follows: 

Diinensio7ts : Fifty-four inches diameter, eighteen feet 
long; thickness of shells, five sixteenths ; heads, seven six- 
teenths, to have half smoke-box extension, bolted on, sixteen 
inches in length. 

Material: Park Bros.' Open Hearth Homogenous flange 
steel of 60,000 pounds tensile strength. All plates to be stamped 
with name of maker, quality and tensile strength. 

Construction: The heads are to be machine flanged, to 
have an easy radius ; and amply braced, with braces of best 
refined iron, uniformly distributed, so that each brace will carry 
its full share of strain. Before beginning construction a plan of 
the bracing proposed must be submitted to the engineer for 
approval. 

Tubes: Thirty-eight — 4 inches in diameter. iS feet long, 
of lap welded, charcoal iron; carefully and properly expanded 
and beaded over. 

Dome: Thirty inches diameter, thirty inches high. To 
be of same material as shell; well braced and double riveted. 

Seams: There will be one longitudinal, double riveted 
seam, in each sheet, well removed from the fire. Other riveting 
single. The make, size and spacing of rivets shall be in 
accordance with the best modern engineering practice. 

Supports : There will be two extra heavy cast iron lugs 
for each side; each 4^ feet from end of the boiler. The for- 
ward lugs to rest directly on cast iron plates 12 inches square, 
supported by the masonry. The rear lugs will rest upon 9 one- 
inch rollers, which in turn will rest upon i2xi3 plates. 

Stack: Of sheet steel, No. I3 gauge in thickness, diame- 
ter 32 inches, height 50 feet. Lower end Y shaped to fit stack 
plates. Furnish sufficient ys inch galvanized iron guy wire to 
make two complete sets of guys. Support stack underneath V 
to brick work or floor. 

Fittings: One c;-inch chime whistle; one soot sucker, 
complete, with hose and handle; one flue scraper; one steel 
barrow ; complete set of firing tools, consisting of shovel hoe, 
slicc-bar, and poker ; 2 eight-inch steam gauges ; 3 one and one- 



SPECIFICATIONS FOR STEAM PLANT. 249 

quarter inch combination water columns, with gauge cocks, and 
water glasses; two 4-inch safety valves, with levers marked to 
150 pounds pressure; 2-inch check, stop and blow-off valves. 

Castings: Two square top, full flush fronts of approved 
ornamental design, with tight fitting doors, and anchor rods 
extending the entire length of brick work ; six 9-foot binding bars 
with cross and archor rods; soot door and frame; stack plate 
and damper. Cast iron skeleton frames suitable for standard 
sizes of fire brick, to be used in place of back plates. Rocking 
grates will be furnished and erected by the city. 

Openings. The man hole in front head under tubes, and 
one in shell back of dome, both properly reinforced, and pro- 
vided with heads, arches and bolts complete; two i]4r ^J^ch 
openings for water column ; one 2-inch for feed and blow off 
pipe ; one 4-inch main steam outlet, and one 4-inch for safety 
valve ; all to be properly reinforced and located as directed by 
the engineer. 

Inspection and Insurance. Before shipment the boilers 
will be tested and made tight under a water pressure of 150 
pounds. Certificate of inspection and insurance policy in the 
Hartford Steam Boiler Inspection and Insurance Company, for 
the sum of $500, for one year must be furnished, for each 
boiler. 

FOUNDATIONS AND BRICK WORK. 

(See Drawing.) 

The dimensions of foundations for engine, boilers, heaters, 
pumps, and brick work for furnaces, will be clearly shown in 
drawings, which must be accurately followed. 

Fou7idations : All are to be of concrete composed of one 
part best domestic cement, three parts of clean, sharp sand, and 
five parts clean, broken stone of sizes that will pass through a 
2)4 inch ling; all to be thoroughly mixed, laid quickly, and 
rammed down solid. 

Excavatio7is : As per drawing. Remove promptly all 
earth and other debris. Bottom to be level, and rammed if 
necessary. 

Iron Work: All bolts and plates for engines and dynamos 
must be put thoroughly and permanently into position by the 
contractor. Outside of each bolt place a piece of 2-inch iron 
pipe, so as to j^ermit some adjustment of the bolts. 

• Cap Stones: Foundations for heater, and boiler feed 
pumps will project somewhat above floor line. Each of these 
will be surmounted by a neatly cut cap stone, 8 inches thick 
and of proper dimensions. 

Boiler Fur7iaces : To be of well burned red brick, thor- 
oughly wetted before laying ; all joints flushed solid ; all courses 



250 ENGINEEKING SPECIFICATIONS. 

level and straight. Every sixth course both inside and outside 
to be a header. Brick to be laid in mortar composed of one 
part lime to five parts of sharp sand. Build into side and rt ar 
walls a i-inch air space, which shall be airtight; except imme- 
diately under the supporting lugs of boilers, where the walls 
shall be carried up solid. 

Fire Bi'ick Linino;: The entire inside of the furnace 
where. exposed to flame, will be lined with A No. i hard burred 
fire brick, laid in dry milled fire clay, with very thin joints, 
flushed full; headers every sixth course. Use the following 
special fire brick "Angle B," to form the top and front corner 
of same, use the "4/^ to give the batter on front of bridge wall : 
at top and bottom, Jamb," also for the inner corners of clean- 
ing out doors openings. Front of bridge all headers. 

Closing In Tile: For the sides of furnace, use fire brick 
tile 6x12x2^ ; and for the rear above tubes lay ordinary fire 
brick special skeleton arch frame. 

Iron Work: Place in position all cleaning out doors, cast 
iron plates and anchor rods. 

PIPE CONNECTIONS. 

To be as per drawing, which will be furnished. 

Stcain : Four inches from boiler to 6-inch header leading 
to engine room, v\here it will reduce to size required by engine, 
thence to engine proper size, through a Hine separator suitably 
drained. Leave Tee having plugged outlets for additional 
engine and water works pump. 

Exhaust: Four inches from engine to main line; thence 
6 inches through heater to 5 feet above roof. Leave plugged 
inlet Tee for additional engine and pump. 

Drai?zs : Both the steam and exhaust pipes are to have 
suitable drains of ample size wherever there is any possibility 
of water accumulating. Run these drains outside of building. 

Small Piping: Feed, blow-off and steam and exhaust 
pipes for boiler feed pumps to be as per details shown in draw- 
ing. 

Fittings : Of the best construction, with threads true and 
clean. Use in all cases v^hat is known as "water" or "sweep" 
ells and fittings, having extra long radii for curves. 

Valves: Of the Jenkin Brothers, or asbestos disk pat- 
tern. Use gate and angle valves in preference to globe. When 
globe valves are used they must be so placed as not to form 
water pockets. 

Supports: All pipe work to be well supported in such a 
way as to bring no unusual strain on the pipe or fittings; either 
from their weight, or from expansion or contraction. 

Covering : All live steam pipes, domes and top of boilers 
to be covered with a high grade non-conducting material, such 
as magnesia ectional. 



SPECIFICATIONS FOE LEATHER BELTING. 251 

In General: The arrangement of the pipe work must be 
such as to provide for all differential strains arising from expan- 
sion and contraction. The work to be of the best and most 
thorough possible. The steam pipe will be tested to 150 
pounds. W. H. B. 

160. Specifications for Leather Driving Belts. 

The following specifications for large leather belts were 
prepared for the large water power electric plant at Austin, 
Texas, in 1894. It is thought they conform to the latest and best 
practice in the manufacture of leather belting. 

There are to be six main driving belts and seven belts to 
drive dynamos, of dimensions as hereinafter scheduled. 

These belts are to be of leather made from the best selected, 
large steer hides, of pure oak-bark tannage. The cuts are to 
be taken from the centre solid portions of the hides, and are 
not to include shoulders, flank or soft parts of the hides. Each 
piece is to be of fine, close fibres and all pieces are to be scarf- 
ed to a unifbrm thickness. No piece taken from one hide is to 
exceed a net length of fifty inches. 

The individual pieces of the leather are to be thoroughly 
stretched after currying and again machine tested and the utmost 
stretch, within elastic limits, given to the belts when they have 
been made up complete. 

The transverse lap joints are not to exceed four inches in 
longitudinal length, are to be scarfed in the best manner, thor- 
oughly cemented and are to be made fast and durable without 
the use of pegs or rivets. All belt edges are to be properly 
rounded. 

All belts are to be thoroughly water-proofed. 

The complete belts are to be soft, pliable, and finished with 
smooth polished surfaces. 

The belts of thirty-eight inch width are to be of double 
thickness. The outer face pieces are each to be in a single 
width, with centre conforming to the back-bone centre of the 
hide. The inner, or running face pieces of the thirty-eight 
inch belts are to be nneteen inches in net width and to have 
one and one-half inch scarfed and lapped longitudinal joints. 
One Q(\^^ of each half-width will be cut along the back-bone 
centre ot the hide and in the makeup of the belt, these inside 
half widths are to be placed with the back-bone edges at the 
outer edges of the belt. These seam sides of the thirty-eiglit 
inch belts are to be run next the pulleys. 

A.11 the remaining belts are to be of double thickness in 
single width pieces, with centres of each piece conforming to 
the back-bone centres of the hide. The belts are to be finished 



252 



ENGINEERING SPECIFICATIONS. 



with uniform thicknesses respectively not less than as follows 

for each stated width : 

28 
38 inches width of not less than — inches thickness. 

64 



25 
24 
14 
13 
11 



24 
64 

26 
64 

"64 

24^ 
"64 

_22 
64 



The speeds of the belts will be at rates of about 5,000 
lineal feet per minute. 

All these belts are to be transported to the power house 
now being constructed by the Board of Public Works of Aus- 
tin, Texas, in Austin, and are to be placed upon the pulleys in 
the power house and spliced and cemented in place. 

The hides and manufacture, finish and fitting of the belts 
are to be lirst-class in every respect and the belts are to be 
guaranteed to run smoothly and straight upon the pulleys and 
to work successfully for the space of one year from the time of 
the starting up of the power house for regular work. 

If any defect tending to impair the usefulness or life of any 
belt supplied under this specification, shall develop within one 
year that belt shall at once be made good by the manufacturer 
or replaced by a belt conforming with this specification. 

Proposals for these belts, as fitted in place ready for the 
starting of the machines, are to be delivered to the Hon. John 
McDonald, Mayor, and President of the Board of Public Works, 
Austin, Texas, on or before the 8th day of December, 1894, 
and all belts are to be delivered and fitted in place ready for 
use within six weeks of the date of the order for their manufac- 
ture and delivery. 

The Board of Public Works reserves the right to reject any 
and all proposals as may be for the best interest of the City of 
Austin. 

Blue-prints showing relative positions of the pulleys and 
inclinations of the belts are submitted herewith. 



SPECIFICATIONS FOR WATER-POWER PUMPS. 253 



SCHEDULE OF BELTS. 







ji 


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Co 


uh o 


<« >i 


V a 




o 




o — 

<uPh 
3 c 


o a> 


tance be 

n Ceutr 

Shafts. 




;? 




rt — . 
— > 


.5 " 


Vi Dv„ 


H. P. 


In. 


64ths. 


In. 


In. 


Feet. 



O C c 



<> 


^•"•6 "'-^ . . .. 


<( 


c< >( 


<{ 


<• i( 




,, ,, ■ 


Dynamo 


Belt 




K 




(( 




«' 


<( 


<< 





520 


3S 


2S 


54 


54 


43.IOS 


520 


3S 


2S 


54 


54 


42-763 


201 


25 


24 


54 


26 


44.970 


201 


25 


24 


54 


26 


48.075 


201 


25 


24 


54 


26 


45-379 


201 


25 


24 


54 


26 


48.6S7 


241 


24 


26 


56 


32 


17-851 


134 


14 


24 


SO 


28.5 


18.625 


134 


14 


24 


50 


26.5. 


17.6SS 


100 


13 


24 


55 


iS 


15-293 


100 


13 


24 


55 


18 


15-293 


80 


II 


21 


46 


iS 


15.211 


So 


tl 


22 


46 


iS 


•9-912 



100.333 
(19-663 

100.412 
106.622 
loi .230 
107 846 

47-352 

47.222 

4S-34S 
39. 70S 
39. 70S 
3S.S0O 

48. 102 



J. T. F. 

16 1 . Specifications for Pumps to be Operated by 

W^ater Power. The following specification was prepared 

for the city of Austin, Texas, in 1892, for the construction of 

two pumps for a city water supply to be driven by water power 

machinery. 

Pumps. — There are to be two pairs of horizontal, double- 
acting, plunger pumps, having two pump cylinders to each 
pair. Each pair of pumps is to have capacity to deliver four 
million gallons of water per 24 hours. 

The dimensions of plunger will be approximatelv as 
follows: 1^2 foot diameter, 23^ foot stroke, with 25 revo- 
lutions per minute ; the plunger speed not to exceed a mean 
rate of 137 3^ feet per minute when pumping water at the 
rate of four million gallons per twenty-four hours. 

These pumps are to be adapted for pumping to a reservoir 
and also for pumping directly into the city distribution pipes 
with direct pressure, the pump house being located between the 
reservoir and the city. The static head of the reservoir is 245 
feet and the dynamic head approximately 265 feet and the force 
main to the reservoir is 7,600 feet in length, of 24 inch pipe. 

These pumps are to receive motion from vertical turbine 
shafts having beveled gears which drive a jack shaft. On the 
jack shaft is to be a spur pinion, which will drive a spur 
mortise gear on the main pump shaft. On each end of the 
main shafts are to be balanced crank disks, which will drive 
the pumps. 



254 ENGINEERING SPECIFICATIONS. 

The receiving and delivery chambers are to be ample in 
dimensions, and are to have nests of valves of the best bronze 
composition of approximately 3 inches diameter, and sufficient 
in number so that the valves shall not lift more than ^ inches 
each when the rate of delivery of the pumps is at four million 
gallons per day. The pump chambers will be well provided 
with hand-holes that will give easy access to each of the valves. 

The water supply for each pair of pumps is to be taken 
from a 30 inch branch in the horizontal penstock in the base- 
ment beneath the pump room floor. The necessary admission 
and discharge pipes., of ample size and easy curves, and a tall 
air vessel for each pair of pumps are to be provided. The 
force mains will be connected with the force mains leading to 
the reservoir, on the outside of the pump house wall, and not 
exceeding 10 feet dista]ice from the face of the wall. 

The pump cylinders will be connected with the main and 
jack shaft pillow blocks by continuous, heavy cast-iron girders, 
adapted to carry the bearings and the strains of the connecting 
rods without tremble or elasticity. 

The main and jack shafts are to be of the best wrought 
iron forgings turned to the diameters indicated upon the draw- 
ings, and bossed up to receive the gears. The large gears, of 
both the spur and bevel pairs, will be mortise gears with their 
mortises planed, and having thoroughly seasoned, machine cut, 
smooth maple cogs, fitt-ed and keyed in the most rigid manner. 
The cogs are to be thoroughly boiled in oil. 

Each spur pinion is to be machine moulded, with teeth 
planed on both sides to match and run with mortise gears. 
Both gears and pinions are to be bored to fit their respective 
shafts and to be keyed in place. The pinions are to be feather 
keyed on the jack shaft and fitted with approved screw motion 
to move them out or into gear and to hold them where placed. 

The jack shafts are to be not less than 6^ inches, and the 
main shafts not less than nine inches diameter in the bearings. 

The two jack shafts are to have their axes precisely in line 
and are to have a connecting shaft fitted with couplings, bear- 
ings and distance plates as directed. 

All bearings are to be babbeted and bored out, of ample 
lenght to insure moderate wear and easy lubrication, and are to 
be fitted with oil cups. 

The cranks will be in balanced disk forms and fitted with 
mild steel pins. The connecting rods will be of the best 
wrought iron, and fitted with brasses, steel straps and adjusting 
keys and babbeted friction bearings. The cross heads will be 
of forged iron approved model with steel wrist pins. The 
guides will be rigidly bolted to the girders and adjustable to 
wear. The plunger rod and plunger stuffing box glands, the 
valves and all interior bolts and nuts will be of the best solid 



SPECIFICATIONS FOR A WELL AND CURB. 255 

standard bronze metal. The plunger stuffing box will be 
packed with the best quality of "Seldon" or other approved 
packing. The crank disks, connecting rods, straps and cross- 
heads are to have polished surfaces. 

All bearings and wrist pin brasses are to be fitted with the 
best oil cups and with proper drip pockets, and drip pipes are 
to be provided where required. 

There is to be furnished and connected with each pair of 
pumps one 8 inch water pressure gauge, indicating the column 
of water in both feet head and pounds pressure. There will be 
a good approved revolution counter fitted to each pair of 
pumps as directed by the engineer. There will be a long 
Scotch tube water glass w^ith proper cocks on each air vessel. 

The general plan of the power house shows the position of 
these pumps, the method of connecting their power, and the 
positions of their suction and delivery pipes. 

Full detail drawings of the pumps and their appendages 
are to be delivered to the consulting engineer and are to be 
subject, in all respects to his approval. J. T. F. 

162. Specification for a Pump Well. The following 

specification describes a good method of sinking a well from 20 
to 50 feet in diameter and to a depth not usually exceeding 50 
to 60 feet. Such wells are usually sunk through water-bearing 
strata, where an open cut would have to be supported by some 
kind of curbing and this curbing may as well be the masonry 
well curb itself. In this case it is necessary to rest this masonry 
upon a shoe which may be made either of wood or iron. In 
the former case an iron cutting edge should be provided. It is 
also best to reduce the external diameter of the masonry curb a 
short distance above the shoe in order to prevent the whole 
mass from sticking in the process of sinking by its becoming 
tightly bound by the surrounding earth. It is necessary to 
anchor the lower portion of the masonry curb to the shoe by 
means of iron bolts, as indicated in these specifications. 

Pump Well. — The pump well shall be constructed within 
lines to be given by the Engineer, and will consist of a brick 
curb, laid in cement mortar, on an oak shoe provided with an 
angle iron ring bolted to the under side of shoe flush with its 
outer periphery. 

Shoe. — The shoe shall be in three rings of unseasoned oak, 
three inches thick, made up in segments, the segments to be a 



256 ENGINEERING SPECIFICATIONS. 

true arc upon the outer periphery and bolted together with 
seven eigths (^) inch bolts and wrought iron washers to break 
joint as shown in drawing marked "Section and Details Pump 
Well," on file in the office of the Water Works Committee. 
The width of the shoe shall be twenty-two (22) inches, and 
when bolted up shall measure nine (9) inches in depth or 
thickness. The ring shall be of 4x4 inch angle iron five eighths 
(^) inch thick weighing 16.2 pounds per foot, twenty-one 
(21) feet external diameter, with two fishplates eighteen (18) 
inches long at each joint, riveted on hot, with four (4) three 
quarter (^) rivets staggered, each side of joint; the heads of 
rivets to be countersunk and finished flush on outside of angle 
iron ring and shall be attached to the oak shoe with sixty (60) 
seven eighths (^) bolts, placed about one (i) foot and one 
(i) inch, center to center, on a circle twenty (20) feet, seven 
and one half (7/^) inches diameter. These bolts shall have 
forged square heads and nuts and wrought iron washers. The 
oak shoe shall have a diameter of twenty-one (21) feet. 

Curb. — The cuib shall be of select hard burned frontier 
paving brick, straight, sound and solid, when broken. No 
over burned or salmon brick will be accepted, and the brick 
shall be laid on the oak shoe in courses ; in full beds of cement 
mortar, consisting of one part Louisville [fresh burned] cement 
to 2 parts of clean sharp sand which shall be mixed only as fast 
as used by the masons. No cement mortar which has had an 
over dose of water or sand, or which has be?,uti to set in the 
mortar box shall be used, but all such must be thrown aside. 
The bricks shall be free from dust and wet with a sprinkling 
hose or can, or be dipped by the mason in clean w ater before 
being placed in the curb and all joints shall be slushed with 
mortar pressed in with the trowel, as rapidly as the courses of 
brick work are laid up. No grouting will be allowed.* 

The outer and inner faces of the curb shall be laid in true 
circles of the dimensions shown by the chawing above men- 
tioned, and shall have at the bottom (or on the shoe) an exter- 
nal diameter of twenty (20) feet ten (10) inches, and an 
internal diameter of seventeen (17) feet four (4) inches, these 
dimensions for a height of two (2) feet six (6) inches, when 
the internal diameter shall be contracted by a gradual racking 
inward of the courses to a height of four (4) feet above the 
shoe, where the internal diameter shall be sixteen (16) feet 
eight (S) inches. 

From a depth or height of four (4) feet above the shoe to 
the top of well the internal diameter shall be eighteen (iS) 
feet, and the external diameter shall be twenty (20) feet ten 
(10) inches from the shoe to the top of well, the thickness of 
wall at the bottom or on the shoe, and for two and one half 

* The author would prefer the grouting to the slushing with mortar, as better cal- 
culated to obtain perfectly solid joints. 



I 



SPECIFICATIONS FOR A WELL AND CURB. 257 

(3^^) feet above, shall be twenty-one (21) inches, four (4) 
feet above the shoe the thickness shall be twenty-five (35) 
inches, and for the remainder of heigh th or depth, the thickness 
shall be seventeen (17) inches. 

The bricks shall be laid stretchers and headers or with 
hoop iron bond, as may be directed by the engineer. The 
contractor to state in his proposal the difference in price (if 
any), should all bricks be laid as stretchers and the curb bonded 
from inside to outside with hoop iron. 

Should hoop iron bond be used this will be of charcoal iron. 
No. 16, 13. G., one and one half (t. 1-2) inches wide cut four 
(4) inches longer than thickness of wall, with each end turned 
at right angles for a length of two (3) inches, and shall be 
placed eighteen (18) inches apart around the wall, and shall 
occur at every fifth horrizontal joint. 

The curb of the well shall be truly cylindrical for all 
depths, and shall be carried down plumb. The outer surface 
of the brick work must be true to the arcs and smooth, to pre-" 
vent sticking as the material is undermined from the shoe, and 
the inside joints shall be neatly struck as the courses of brick 
are laid. 

Anchor Bolts, The lower or first eight (8) feet of the 
curb shall be attached to the shoe by ten (10) anchor bolts, 
eight (8) feet long, of seven eighths (7-8) inch round iron, 
with square nuts and wrought iron washers at the bottom and 
square nuts and plate iron washers of one quarter (1-4) inch 
boiler iron eight (8) inches square at the top, the bolts shall be 
placed about six (6) feet apart, and built in as shown by the 
drawing herein mentioned, and after the course of brick next 
under the washers (at top) has been laid, the nuts shall be all 
screwed down on the washers, and the excess of thread on the 
bolts carefully cut off with a hack saw, to avoid disturbance of; 
the brick work just set. 

Coping. The well shall be finished with a coping of sand 
stone ten (10) inches thick, twenty-one (3i) inches wide, with 
an internal diameter of seventeen (17) feet eight (8) inches, to 
project two (3) inches inside and outside brick work at top of 
curb. The inner and outer edges of coping on top shall have a 
chiseled wash one and one half ( i /^ ) inches "in" on the bed 
and one (i) inch "down" on the face. The coping shall be 
made up in ten (10) segments of uniform length of arc, and 
shall be dressed to lay with less than one quarter (5^) inch 
joint. The joints shall be filled with mortar worked in with the 
trowel and the several segments shall be cramped together with 
iron cramps of best ">4x3)^ f. b. iron with legs 3^ inches 
long, and width of cramps between legs fifteen (15) inches. 
These cramps shall be "let" into the beds of stones at the mid- 
width, flush with the surface of coping, and the leg pockety 

17 



258 ENGINEERING SPECIFICATIONS. 

ihall be cut slightly dovetail with a flare downwards, and after 
the cramps are set shall be run with hot lead caulked in place. 
The lower bed shall be chisel dressed to niake a joint on a full 
bed of mortar with the last course of brick, and the faces and 
upper beds shall be finely chiseled to a smooth even surface. 

Excavation, The well will be constructed by the under- 
mining method, a circular hole, twenty-one (21) feet diameter 
will be simk in the clay eight (8) or ten (10) or more feet, 
depending upon the capacity of the material to stand vertical, 
and at the option of the contractor and upon approval of the 
engineer. The shoe will then be placed in the hole and care- 
fully leveled, the anchor bolts being in place, the brick curb 
will be laid as herein provided until the brick work reaches a 
heighth of three (3) feet above the level of ground, when fur- 
ther excavation will be had by removing the material within 
the curb and under the shoe and allowing the shoe to settle 
from the superimposed weight of the curb. The excavation 
under the shoe to be carried down uniformly all around > to 
maintain a true level of the last course of brick on the curb. 
The level shall be taken for each course of brick laid, and 
when found "out" the curb shall be truly leveled by additional 
excavation under the higher side. J. W. H. 

163. Specification for Turbine "Water Wheels. 

The following specifications for both horizontal and vertical 
turbine water wheels was used in the construction of the large 
water power system of Austin, Texas, of 1892. 

Horizontal Turbines. There are to be four pairs of hori- 
zontal turbines of 506 horse power each, under 54 feet head. 
Each pair of these turbines will discharge into one common 
draft tube. On the shaft of each pair of turbines there will be 
two pulleys, each to be adapted to transmit the full power of 
the pair of turbines, and on the same shaft there will be a heavy 
balance wheel. The pulleys are to be for belt or rope driving 
as directed. The turbine shafts are to have ample bearing 
surfaces, and each exterior bearing is to be fitted with oil cups 
and proper drip pockets. 

Each turbine case is to have a man-hole of 10x15 inches 
clear opening. Er.ch of the turbine quarter-turns is to be of 
cast-iron and is to be fitted with a good stuffing box and is to 
be flanged, fitted and bolted to its 53^ feet diameter stop valve. 
The draft tube is to be flared at its mouth. A cast-iron plate 
is to be fitted on the floor of each tail race under each draft 
tube, which plate is to be 6^ feet diameter and raised coni- 
cally in the center to a point. The floor plates are each to be 
secured with twelve ^ inch lag bolts. 



SPECIFICATIONS FOR TURBINE WATER WHEELS. 259 

The turbine cases, quarter-turns and feeder pipes are to 
have proper lugs upon them to rest upon the iron beams and 
masonry, which are to be their supports. 

A strong and rigid frame of iron beams is to be furnished 
with each pair of turbines. Each frame is to be supplied with 
proper strong hold-down bolts and anchor plates. All anchor 
rods, phites, lugs and braces are to be supplied that may be 
necessary to secure the turbine cases, frames, draft tubes and 
feeder pipes securely in place, so they will be free from move- 
ments or vibration. 

Vertical Turbines. There are to be also two turbines 
with vertical shafts, each of 185 horse power under 54 feet 
head. These vertical turbines will have draft tubes similar to 
those above described for the horizontal turbines. The draft 
tubes are to be quarter inch plate iron with seams riveted so as 
to be air tight and with seams caulked in a workmanship man- 
ner. The shaft of each vertical turbine is to extend up to a 
level proper to receive the beveled pinion at the pump room 
floor. A pair of bevel wheels is to be furnished with each of 
the vertical turbines of ratios as directed, approximately 2 and 
75-100 to I. The larger bevel will be a mortise gear wheel 
with planed mortises and fitted with the best maple cogs which 
have been thoroughly seasoned and boiled in oil and substanti- 
ally keyed in place. The small bevel gear will be machine 
molded and have planed teeth. 

The vertical feeder pipe with each vertical turbine and its 
quarter-turn will be supplied with each wheel case. .Within 
this vertical feeder pipe are to be a sufficient number of bearings 
to keep the shaft truly in line. These feeder pipes are to be 
made of quarter inch plate iron of good ductile stock, of not 
less than 40,000 pounds tensile resistance per square inch, and 
are to be well riveted with hot rivets and are to be calked water 
tight in a workmanlike manner. 

The quarter-turns will be flanged and fitted with bolts to 
connect them to the vertical and horizontal feeder penstock 
pipes or valves. Each vertical turbine is to have ample capacity 
when working under 54 feet head to start its pair of pumps 
when pumping at a rate of four million gallons in 24 hours 
against a pressure of 265 feet of water and to bring the speed 
of the pumps quickly and easily up to a rate of 25 revolutions 
per minute. 

The turbines will have bronze buckets, approved gates and 
gate gears, and composition stuffing box glands. Approved 
cast-iron, bright standard and hand wheels will be set on the 
main floors of the house, where directed, and connected with 
the gate gears. Approved, sensitive regulators will be con- 
nected with the horizontal turbines. Substantial pedestals will 
be provided for the bearings of the horizontal shafts. 



260 ENGINEERING SPECIFICATIONS. 

The turbines are each to be guaranteed to give a duty of 
Qot less than So per cent, by dynamometrical test, in a testing 
flume, or by similar test when driving their pumps at a rate to 
deliver four million gallons of water per 34 hours into the 
reservoir. * 

The turbine cases, turbine and draft tubes, also the vertical 
feeder pipes of the vertical wheels and all the quarter-turns, 
are to be set in place in the power house being constructed 
in Austin, Texas, by the Board of Public Works of the city, 
and their materials and workmanship, and their trimmings and 
anchorages are to be of the best of their respective classes, to 
the full approval of the Engineer, and are to be guaranteed and 
maintained in perfect condition for the term of one year after 
their test and acceptance. 

A general plan accompanying this specification shows the 
wheel pits, penstocks, feeder pipes and draft tubes, the floors 
of the power house and method of using the power. Full detail 
drawings of the turbines and their appendages are to be deWv- 
ered to the Consulting Engineer and are to be subject to his 
aj)proval in all respects. J. T. F. 

164. Specification for the Installation of an 
Electric Lighting Station in a Small City. The fol- 
lowing specification for an electric lighting station were pre- 
pared in the year 1S94, for a small city which required an 
economical installation. They are given here, not for the pur- 
pose of being copied, but as an illustration of what was con- 
sidered good practice at the time they were drawn. The 
gentleman who prepared these specifications 'has had a large 
experience in Electric Light installation, having been at one 
time manager of an Electric Works, while at the same time 
being a mechanical engineer of thorough training and wide 
experience. The work was to be erected under his own 
supervision and inspection, so that it was only necessary 
to make such a specification as would warrant him in demand- 
ing first-class materials and workmanship in the execution. 

STATION PLANT. 

Dynufno: The dynamo shall be of constant potential 
alternating incandescent type, and to have a nominal or rated 
capacity of thirty to thirty-five kilo-watts, at one thousand to 

*Thc author recommends that a bonus and forfeiture condition should accompany 
such a duty clause as this. 



SPECIFICATIONS FOR ELECTRIC LIGHTING PLANT. 2G1 

one thousand and one hundred volt at station. State number 
of alterations per minute. Exciter to be belt driven from 
alternator shaft. By "nominal" or ''rated" capacity is meant 
that load at which the dynamo will run continuously, without 
undue heating. Proposals will state the capacity, and the 
amount of overload the machine will safely stand for three 
hours run in hot weather. Bids are also desired on direct 
connected generators, with high speed engine of approved de- 
sign. Bids must give full details, and be accompanied by 
drawings. 

Attachments : Machine to have insulated base frame, 
belt tightener, self-oiling bearings, automatic regulator, and all 
necessary station and switch-board apparatus, including light- 
ning arresters. Submit a list of station equipment intended to 
be furnished. 

Regulators : Must automatically control the current over 
the entire range of the capacity of the machine, without undue 
heating, or sparking; so that the powder required is at all times 
proportionate to the number of lamps burning. It must pro- 
vide a steady and uniform light, with variations in the engine 
speed not exceeding three per cent. The regulators must pro- 
tect the dynamos in case of short circuiting on tlie line. 

Erection: Contractors will deliver machine, and all sta- 
tion apparatus, and erectsame in position, including substantial 
foundations of concrete. They will run wires in station 
between outlet where external construction begins, and switch- 
board, machines, arresters, exciter, grounds, etc. Wire to 
Okonite. Furnish and place switch-board, and erect all appa- 
ratus thereon. Furnish expert to erect, adjust, and run appa- 
ratus ten days, instructing the city's attendants in its care and 
operation. Contractor must keep informed as to the progress 
of the work, and arrange the time of his experts accordingly, 
and there will be no allowance for extra time or travelins" 
expenses, not specially ordered. State charge per day for the 
time of expert longer than ten days. 

Acceptance : Before leaving, the expert must satisfacto- 
rily make the capacity test, and such other tests as the city may 
require to satisfy itself that the provisions of the contract have 
been fully carried cut. At the end of the ten days' run, the 
apparatus will be accepted, providing the requirements of the 
contract have been fully met. 

Sivitch Board : Furnish and erect a switch-board, com- 
plete, of good, hard, well seasoned wood, providing for one 
dynamo and two mains for commercial, and for street lights as 
hereinafter provided. Arrange for easy access to rear of board. 
Submit list of apparatus to be placed on switchboard. 



262 ENGINEERING SPECIFICATIONS. 

Lio-htning Arresters: Include six double pole lightning 
arresters of approved form for use on the circuits throughout 
the city. 

MISCELLANEOUS APPARATUS AND SUPPLIES. 

Converters: From one thousand to one hundred volts. 
Number and capacity to be as per the accompanying list. 
Each must be provided with fuse box and eye bolts, or wrought 
iron straps; with hooks on upper ends to hang directly from 
cross arm or cleats. The regulation iTJUst be \\ ithin two and. 
one half per cent, for the smallest size, and two joer cent, for 
the largest, besides which, the leakage losses must not exceed 
five per cent, on the small, and one per cent, on the large, and 
the regulation and leakage must be uniform for all converters 
of the same size. Each converter must be ample to carry, in 
emergencies for three hours continuously, without dangerous 
overheating, twice its rated capacity, but, of course, with 
reduced efficiency. 

Shunt Coils: Fifty in number; one to be used with each 
street lamp, of \^hich there are five groups, of ten each. The 

shunt coils to take care of the current in the event of a lamp 
burning out. Furnish two extra coils for reserve. 

Meters: Will read ampere or watts hours, and must be 
carefully adjusted and tested before shipment. See list 
appended. Furnish one extra meter of each of the three 
smallest sizes. 

La??ips : To be of approved make, and furnished with 
such base as may be selected later. Efficiency fifty-five watts 
p'er sixteen candle power lamp. Furnish, now, i,ooo sixteen 

candle power, and lOO thirty-two candle power. All for one 

hundred volt current. 

Sockets: One thousand of first-class construction, with 
porcelain base to fit such lamp as may be selected later. 

Delive7y and Ercctioji: The converters, meters, lamps 

and sockets shown on accompanying lists and maps, are to be 

erected in position. The rest of the quantities above named 

are to be delivered to the city for future use. 

Future Orders: The quantities hereinbefore mentioned 

are to be included in original proposal price, but a price must 

also be named at which additional orders may be placed within 

one year from signing contract. 

EXTERNAL CONSTRUCTION. 

Pole Line. — Furnish and erect in position all poles and 
cross-arms for the complete distribution system shown on blue 
print. All poles to be live peeled white cedar, 30 feet long, 6 
inches diameter at top, housed and gained for two cross-arms. 
Set \yi feet in ground and tamp well. Poles must be straight 
and sound. Any poles crooking more than one inch in five 



i 



SPECIFICATIONS FOR ELECTRIC LIGHTING PLANT. 263 

feet or having more than ten per cent, rot in butt, will be 
rejected. Location of poles will vary between loo and 150 
feet apart, averaging probably 125. All locations to be 
approved by city. Furnish 12 extra poles for future use. Fur- 
nish all material and do all work, connected with the primary 
system, starting from station outlet, and including secondaries 
to house inlets. Corner pins to be i^ inch extra quality 
locust, except in cases of unusually severe strain, where they 
must be of iron; all others i J^ inch painted oak; all wires to 
be carried on insulators of the deep groove double petticoat 
pattern. 

Wire. — To have triple braided weather-proof insulation of 
superior finish and smoothness, tough and not easily abraded, 
and which will not disintegrate or deteriorate by exposure to 
the elements, and equal in all respects to "K K." The wires 
will be of sizes as shown on blue print. The drop from con- 
verter to house inlet when all lamps shown on map are burning 
at once must not exceed one per cent. 

Street Lights. — Will be 47 of 32 candle power each, run 
in groups of 10-100 volt lamps, with shunt coils, each group in 
series. Location of street lamps and wires as per accompanying 
blue print. All wire No. 10 B. & S. Furnish and erect on 
switchboard at station, switches controlling all street lights. 
There will be two groups of 10 street lights each. The other 
three groups will each have 9 lights on street, and one in 
station. 

Hanging Lamps. — Contractor is to furnish all fixtures, 
material and labor; to hang in position the 47 incandescent 
street lamps shown on map, as high above grade line as possi- 
ble ; with cutters suspension street hoods, with cross-arms, 
insulators, nozzles, and petite pulleys and J^ inch galvanized 
iron flexible lamp cord, with hemp core; also galvanized steel 
wire strand ^ inch diameter, for suspending lamps in the cen- 
tre of streets, by the cross suspension method. Use eye bolts 
with washers for suspension wires, projecting sufficiently to 
permit slack being taken up by tightening nut. Iron break 
arms are to be used where lines leave poles, or wherever a loop 
is made. 

Returns fro77i Street Circuits. — Shown in broken lines 
on blue print mav be cut into commercial circuits, instead of 
returning to station independently. 

Lncandescciit Distributioii. — Will be shown on accompa- 
nying blue print. 

Ln Ge?ieral. — All joints are to be well soldered and 
taped. No wire must be lower than 20 feet above grade line. 
All streets, alleys, and other joublic places where work is done, 
must be left in as good condition as before starting. Use 
special iron brackets wherever necessary, always placing some 



264 ENGINEERING SPECIFICATIONS. 

soft moisture proof material between the iron screw and the 
insulator. Erect on incandescent mains where directed, the 
six lightning arresters. 

SECONDARY INDOOR WIRING. 

Capacity. — All secondary wiring must be sufficiently large 
to carry at one time 25 per cent, more lamps than the number 
shown on the accompanying map, without undue heating, and 
at 100 volts. The drop from house inlet to the most distant 
lamp with the above maximum load must not exceed 2}^ per 
cent. 

Erection. — All inlets to be in front of houses, except 
where some other place may be designated, as more conven- 
ient. Converters, meters, sockets, and lamps are to be furnished 
by this contractor, placed by him and connected permanently 
in position, complete. All other necessary material, such as 
fuse boxes, switches, cut-outs, etc., to be furnished and erected 
by this contractor. 

Plans. — Name a lump sum for the complete installation of 
the lamps located on the blue print in accordance with these 
specifications. State also: 

I St. Price per lamp at which this schedule may be added 
to or deducted from. 

2d. Price per lamp which will be charged additional for 
concealed work. 

Character of Work. — Except where otherwise arranged, 
all interior wiring will be open cleat work, using white double 
braided painted fire-proof wire. The details of all indoor wir- 
ing will be in accordance with tiie rules of the St. Louis Board of 
Fire Underwriters. The city will have the work inspected from 
time to time at its own expense, and any v^ork which may be 
found, at any time previous to the acceptance of the plants not 
in accordance with those rules, must be put into satisfactory 
shape by this contractor at once. Drops to be No. 16 cotton 
flexible cable, with adjusting ball and fibre socket bushing. 

Special Work. — The city grants the contractor the right 
to sell shades, fixtures, etc., and to do concealed and fixture 
wiring, for which extra work the customers will pay him 
direct, such work to be done under the supervision of the engi- 
neer, and to his satisfaction. W. H. B. 

165- Specifications for Electrical Distribution 
Circuits for Light and Power. The following is the 
descriptive portion of a set of specifications for electrical dis- 
tribution for light and power prepared for the city of Austin, 
Texas, in 1S94. They are thought to be a good example of 



SPECIFICATIONS FOK ELECTRICAL DISTEIBUTION. 265 

such specifications and are here inserted exactly as used in the 
letting of the contract. 

Pozver Station: The power station is located at the new 
dam in the Colorado river and is about three miles northerly of 
the corner of Congress avenue and Pecan streets in said city of 
Austin. There will be in the power station one i8o kilo-watt 
tri-phase gen&rator adapted to generate alternating currents of 
2,700 volts potential, two 100 kilo- watt generators adapted to 
generate direct currents of 550 volts potential, four alter- 
nators of 3,000 light capacity, and two alternators of 1,500 light 
capacity adapted to generate alternating currents of 2,200 volts 
potential and two arc machines each of capacity to supply cur- 
rents for 100 arc lamps of 450 watts each. 

The wires for power currents will be led out of the station 
for grouping on one set of poles and the wires for lighting cur- 
rents for grouping on another set of poles. The currents of the 
three power generators will be transmitted by three- wire com- 
plete circuits. 

All the wire circuits are to be connected with the switch- 
board and station apparatus so as to give the most complete 
switching, testing and regulating facilities with the least drop of 
potential consistent therewith. The leading wires are to be 
strung from the switch-board to the cupola of the power house 
and out throuoh the panels of the cupola and are to be insu- 
lated from the building and panels in the best manner. 

All the wires within the buildings will be covered with a 
firm water proof insulating material, such as shall be approved 
by the engineer, and to the safe insulation of currents with 
standard potentials of 2,500 volts. 

Pole Lines: Thelinepoles will be of peeled, white northern 
cedar. The poles are to be straight, sound, smooth and free 
from large or loose knots that might weaken them. 

The dimensions of poles shall not be less than those stated 
in the following schedule and poles of each representative class 
are to be set at depths not less than those stated in the schedule, 
if set in earth, and six inches less if set in solid rock. 

Poles will not be less than the schedule thickness at one 
half foot below their tops, and uill be made roofed at their tops 
and their roofs will be painted with the best quality of mineral 
paint. Their lowest cross arms shall be at least iS feet and 3 
inches at center above the center of the street opposite the pole. 

On the main two-feeder lines, between the power house 
and Congress avenue, the poles are to be spaced not exceeding 
100 feet between centers, and on the sub-feeder and distribution 
lines poles are to be spaced not exceeding 132 feet between cen- 
ters, and if lengths of blocks are such that three poles per block 



266 



ENGINEERING SPECIFICATIONS. 



exceed this limit, four poles per block are to be used. Poles 
will be placed in the curb line or in a line parallel with the curb 
line if on streets and, if in the alleys, as directed by the engi- 
neer. 

Corner and terminal poles and all other poles subject to 
extra unbalanced strains shall be securely guyed with Xo. 6 gal- 
vanized steel wire. Guys shall be so placed and secured as not 
to be obstructions or nuisances. 

SCHEDULE OF MINIMUM DIMENSIONS OF POLES. 



Class. 


Number 

of cross 

arms. 


Minimum 

length of 

poles. 


Depth 
set in 
earth. 


Height of 
lowest 
arms. 


Dia. at 

top of 
poles. 


A 

B 

C .. 

D 

E 

F 


One. 

Two. 

Three. 

Four. 

Five 

Six. 

Seven. 


25 ft. in. 
25 ft. in. 
27 ft. in. 
29 ft. 6 in. 
31 ft. 6 in. 
33 ft. 6 in. 
35 ft. in. 


4 ft. in. 18 ft. 3 in. 
4 ft. 8 in. 18 ft. 4 in. 

4 ft. 6 in.! 18 ft. 5 in. 

5 ft. in. 18 ft. 9 in. 
5 ft. 6 in. 18 ft. 7 in. 
5 ft. 9 in.'l8 ft. 8 in. 


4>^ 
5 

6 

7 


G 


6 ft. in. 


18 ft. 3 in. 


7K 



Gains shall be cut in the poles so that the cross arms will 
fit snugly and rest at right angles to the axis of the poles. 
Proper gains are to be made to receive lightning arresters, trans- 
formers and other apparatus to be attached to the poles. 

The contractor shall secure all necessary permissions for 
the trimming of private trees and shall do all trimming, and he 
shall secure the necessary permission for attaching any guy 
wires to private property. 

Cross Arms. — The six-pin cross arms will be four and 
one quarter by five and one fourth inches section, and other 
cross arms of three and one quarter by four and one quarter 
inch section, and all are to be of sound, clear and smooth 
seasoned white oak. The two-pin cross arms will be of clear, 
hard Michigan white pine. 

Each will be rounded on its top and each will be fastened 
with three and one half bv seven inch las: screws with washers. 
The six-pin arms will be not less than five feet and ten inches 
long and four-pin cross arms not less than four feet ten inches 
long. All cross arms will have one good coat of the best ''P. 
and B." paint compound for the purpose before being fastened 
to the poles. 

The vertical distances between centers of cross arms shall 
not be less than twenty inches. 

All four and six-pin cross arms will be stayed with one ^ 
quarter by one and one half inch rolled iron japanned braces, 
not less than twenty-six inches long on the six-pin arms and 
twenty inches long on the shorter arms. 



J 



SPECIFICATIONS FOR ELECTRICAL DISTRIBUTION. 267 

Each pair of braces will be secured with two lag screws, 
two by five-sixteenth inches, and one lag screw three by five- 
sixteenth inches dimensions each, with washers complete. 

Pins. — All cross arms carrying No. i or larger wire will 
be furnished with the best quality of locust pins and for smaller 
wires with the best quality of white oak pins all with one and 
and one half inch diameter tenons. The interior pins shall be 
eight inches from centers of cross arms and other spacings of 
pins 12 inches between centers. 

The pins shall be covered with "P. & B." paint com- 
pound, shall fit closely, in the cross arm mortises, and shall be 
secured with steel nails. 

Insulators. — Each pin shall have one of the best deep 
groove glass insulators of double petticoat pattern. 

Pole Steps, — Screw pole steps of five eighths by eight inch 
wrought iron, galvanized, shall be placed on each pole on 
which there is a lightning arrester, transformer or cut-out. 
The lowest step shall be at eight feet from the ground and 
other steps at eighteen inches between centers vertically, but 
alternately on the opposite side of the poles. 

Wire Circnits. — All of the circuits are to be of pure 
copper, of at least 95 per cf^nt. conductivity, drawn true to 
gauge and of the best quality in every respect as electrical con- 
ductor wires. 

The diameters of the circuit wires as herein described are 
stated in the dimensions of the Brown & Sharp gauge. The 
wires in the power house will have the best water proof insula- 
tion. The wires in all alternating current feeders and circuits 
are to have the best weather proof insulation of standard 
double braided and compounded coverings. 

The arrangements of the power circuits on the poles from 
the power station to West Avenue are shown on an accompany- 
ing plan and the arrangements of the main alternating circuits 
and arc circuits are similarly shown on another plan. 

On the top of the two main pole lines above described 
there will be one guard or protection galvanized iron standard 
barbed double fence wire to be strung on pony insulators, and 
effectively grounded at distances not exceeding 500 feet. 

All joints in wires must have full and durable contact and 
be soldered in the best manner so that the joints shall hold and 
maintain a degree of conductivity at least equal to that of the 
wires connected. All joints so made shall be thoroughly 
washed in an acid neutralizing solution and well wrapped with 
insulating tape, and the finishing end of the tape shall be 
wrapped with copper wire. The insulation resistance of the 
joint is to be equal to the insulation resistance on other parts 
of the line. 



268 ENGINEERING SPECIFICATIONS. 

The power, arc and alternating circuits within the city will 
be arranged, as nearly as possible, as shown on the accom- 
panying maps of the distribution system. 

The commercial and domestic lighting by alternating cur- 
rents will be divided into eight districts, as shown on the wiring 
map, and the wires will be proportioned for i6 candle power, 
alternating lamp transformers in each district as follows: 

District No. 1, 1500 Lamps and 1200 Lamp capacity of transformers. 

" " 2, 3000 " " 2400 '< " " " 

" " 3, 3000 '' " 2400 '' " " « 

" " 4, 1500 '' " 1200 " '< '< « 

" '' 5, 1500 '' " 1200 '' " " it 

'' *• 6, 1500 " " 1200 " " " it 

" " 7, 1500 " " 1200 " " te It 

" " 8, 1500 " <' 1200 '' " '' t{ 

The power generators will have their currents wired from 
the power house into the city by the Boulevard and Pecan 
street, to Red River street, and a branch current wire will 
extend along the alley between Congress avenue and Colorado 
street from 3rd to loth streets. The transmission will be by 
three-wire circuits with complete returns, and the drop in 
potential m full power of the generators shall not exceed ten 
per cent. 

Tozvers. — Thirty iron "Star" lighting towers of the 
Detroit pattern, 150 feet each in height to top of mast, are to be 
located in various parts of the city as shown in the accompany- 
ing maps of lio-hting towers. These towers are to be of the 
most substantial construction, substantially guyed, and equip- 
ped with six 450 watt arc lamps each. 

Each of the two circuit systems of wires for lightlno- these 
tower arc lamps is to be of No. 6, weather proof, in'sulated 
copper wire, connected with the switch board in the power 
house. 

Potentials. — In the wires for commercial and domestic 
lighting by alternating currents, the loss by drop in potential 
in the mains between the power house and West avenue shall 
not exceed twelve and one half per cent., and in the sub-feeders 
and branches shall not exceed an additional five per cent. 

Transformers. — The schedule of transformers or convert- 
ers as herein contemplated is as follows: 

Twenty-one of 12 Lamp Capacity, 50 watts per lamp.- 

Ninety-nnie of 25 Lamp Capacity, 50 watts per lamp. 

^01 ty of ^ 50 Lamp Capacity, 50 watts per lamp. 

1 ifteen of 70 Lamp Capacity, 50 watts per lamp. 

fitteenot 90 Lamp Capacity, 50 watts per lamp. 

Eleven of 125 Lamp Capacity, 50 watts per lamp. 

i welve of 250 Lamp Capacity, 50 watts per lamp. 

^"6 of 500 Lamp Capacity, 50 watts per lamp. 

The said party of the first part hereby reserves the right to 
exchange converters by sizes, taking an equal capacity in smaller 



SPECIFICATIONS FOR ELECTRICAL DISTRIBUTION. 269 

converters as the interest of its patrons shall require. The con- 
verters, as located by the engineer, are to be fully connected in 
the wiring circuits ready for attaching the domestic and com- 
mercial wires. 

Grounds. — Effective grounds are to be prepared for each 
of the lightning arrestei's and for the ground connections of the 
guard wires. When no good ground connection is available 
one is to be prepared by placing two bushels of good coke or 
charcoal near the base of a pole and placing therein a copper 
plate, one eighth by four inches in section and three feet in 
length, and the ground wires are to be soldered thereto. 

Apparatus. — All the circuits will be fully equipped \n\\\\ 
the requisite installation apparatus required for the safe and 
easy operation of the lines and for their testing, inspection and 
maintenance, such as feeder boxes, primary switch and fuse 
boxes, cut-outs, transformers, etc., each marked with their safe 
ampere carrying capacity, and all lines will be fully equipped 
with lightning arresters. 

Each piece of this apparatus is to be located as directed, is 
to be of the best material and workmanship for the purpose and 
is to be set and secured in the best manner, and each is to be 
subject to the r'gid inspection and test, and to the approval and 
rejection of the engineer. 

Guarantees. — All apparatus, materials, and workmanship 
herein specified and contracted for are, by the said party of the 
second part, hereby guaranteed against all electrical and 
mechanical defects, and defective workmanship for the space of 
one year from and after their completion and acceptance. The 
party of the second part also hereby guarantees that any of the 
lighting towers herein contracted for, when provided with six 
direct current arc lamps of 4:^0 watts capacity each (2,000 nom- 
inal candle power) will illuminate any portion of a circle 3,000 
feet in diameter, of which the tower is the center, sufficiently 
so that any ordinary watch may be read on the darkest night 
when the said towers are illuminated. J. T. F. 



PART IV. 

Illustrative Examples of Complete Con- 
tracts and Specifications. 

EXAMPLES OF COMPLETE ENGINEERING SPECIFICATIONS, SO 

FRAMED AS TO INCLUDE THE CONTRACT AND BOND, 

TOGETHER WITH ALL THE GENERAL CLAUSES, 

SO DRAWN AS TO BE DISTINCT AND 

SEPARATE FROM THE 

SPECIFICATIONS. 

166. Contract and Bond Combined in One Doc- 
ument with the Specifications. It is often customary 
for corporations doing a great deal of work by contract to have 
a standard form of combined contract, specification, and bond, 
in which the contracting and surety clauses remain the same, 
and in which a large proportion of the general clauses remain 
unchanged, while the specifications proper vary in accordance 
with the different classes of work to be done. Of such an ex- 
ample is that given in the following article, this being the 
standard form used by the city of St. Louis. It will be noted 
that in this contract, the contractor is represented as the party 
of the first part, and the city of St. Louis as the party of the 
second part. In Part II of this work, wherein the general 
clauses of specifications were discussed, the party of the first 
part was supposed to indicate the employer, and the party of 
the second part, the contractor. It is, of course, a matter of 
indifference as to which custom is followed, so long as the doc- 
ument clearly defines the meaning of these terms. 

270 



SPECIFICATIONS FOR PUMPING ENGINES. 271 

In all the examples given in this portion of the work, the 
subjects of the clauses will be indicated by marginal titles. 
This is the common practice in all specifications, but it has not 
been followed in the previous portions of the work, since the 
examples chosen were fragmentary in their character, and did 
not seem to require this kind of indexing. In actual practice, 
however, it is advisable to use these marginal titles for conven- 
ience of reference. So also should the clauses be all numbered, 
as is done in the examples which follow, these numbers also 
having been omitted in the previous portions of this work, 
because of their fragmentary character. 

167. Contract and General Specifications for 
Large Pumping Engines. The following complete con- 
tract and specifications was used in 1S94 by the Water Com- 
missioner of the city of St. Louis, in the letting of contracts for 
two large high service pumping engines. They are what is 
known as general specifications, since they do not indicate any 
particular style of engine, and since no plans were drawn for 
the work. It should be understood also that the city of St. 
Louis is obliged to let all public work by contract and always 
to accept the lowest bid or to reject all bids. It has hitherto 
been customary for this city to prepare detail plans for all pub- 
lic work because of this provision requiring them to accept the 
lowest bid. These specifications have therefore been drawn 
with the greatest care, and in such a way that the city may be 
able to accept the lowest bid without danger of obtaining an 
inferior product. The gentleman who prepared these specifi- 
cations is a thorough civil and mechanical engineer of about 
twenty years experience in the designing and operation of pump- 
ing engines, and therefore the requirements here embodied are 
likely to represent the latest and best practice. They are given 
here, however, not for the purpose of being copied, but for the 
purpose of illustrating the care and foresight required in the 
letting of contracts under general specifications, in order that 



272 COMPLETE SPECIFICATIONS. 

all the bidders may be placed on an even footing, and that even 
the lowest bid shall of necessity correspond to a first-class and 
in every way satisfactory result. In general, where it is obliga- 
tory to accept the lowest bid, it is advisable to have detail plans 
prepared. The privilege had been specially reserved, however, 
in the advertisement of this work, to reject all the bids, if none 
of them proved satisfactory, but the city is not allowed, under 
its charter, to reject a lower bid, and accept a higher. 

Referring to clause D in these specifications and to the last 
portion of that clause, the wording here is evidently too inclu- 
sive. That is to say, the Water Commissioner would not be 
allowed by law to ''decide all questions which may arise rela- 
tive to the execution of this contract on the part of the contrac- 
tor," with the condition that "his estimates and decisions shall 
be final and conclusive." See articles 12 and 13, parti, and article 
109, part II, for a discussion of this question. 

168. Contract and Specifications for 

designing, fur 7iishi?ig and erecti??g at High Service 
Pzunpifig Station JVo. j, St. Louis ^ AIo.^ Piwi-ping 
E7igines JVos. y atid 8^ with Fixtures and all Ap- 
purtenances Complete. 

A Agreement made and entered into this 

day of , 18 — , by and between 

, part of the first 

pait, and the City of St. Louis, party of the second 
part, ivitnesscth : 

Whereas, The Board of Public Improvements 
of the said City of St. Louis, under the provisions of 
Ordinance No. 17006, approved December 30, 1S92, 
and by virtue of the authority vested in the said 
Board by the Charter and general ordinances of the 

city, did let out unto the said 

the work of designing, furnishing and erecting, at 
High Service Pumping Station No. 3, St. Louis, 
Mo., Pumping Engines Nos. 7 and 8. 



B Now^ therefore^ in consideration of the pay- 

ments and covenants hereinafter mentioned to be 
made and performed by said second party, the said 



SPECIFICATIONS FOR PUMPING ENGINES. 273 

hereby covenant and 



agree to furnish and erect in the pump pits at High 
Service Pumping Station No. 3, two pumping 
engines, each of a capacity of ten million U. S. 
gallons of water in twenty-four consecutive hours, 
with all fixtures and appurtenances complete, and in 
conformity to the requirements and conditions here- 
inafter specified. 

Wherever the words "Water Commissioner" 
are used herein, they shall be understood to refer to 
the Water Commissioner of the City of St. Louis, 
and to his properly authorized agents, limited by the 
particular duties entrusted to them. 

Wherever the word "Contractor" is used herein, 
it shall be understood to refer to the part who 
ha entered into the contract to • perform the 
work to be done under this contract and these 
specifications, or the legal representative of such 
part 

To prevent all disputes and litigation, it is D 
agreed by and between the parties to this contract 
that the Water Commissioner shall, in all, cases, 
determine tHe quantity and quality of the several 
kinds of material to be furnished and work to be 
done, the duty and capacity of the engines, and the 
amount to be paid under this contract ; and he shall 
decide all questions which may arise relative to the 
execution of this contract on the part of the Contrac- 
tor, and his estimates and decisions shall be final and 
conclusive. • 

The said part of the first part hereby agree E 
that all materials and workmanship, of whatever 
description, shall be subject to inspection and rejec- 
tion by the Water Commissioner, and that the entire 
work shall be done to his satisfaction. The said 
piirt of the first part further agree that the Water 
Commissioner may appoint such assistants as he 
may deem necessary to inspect the materials to be 
be furnished and the w^ork to be done under this 
agreement, and see that the same strictly correspond 
with the specifications hereinafter set forth ; and 
that said Water Commissioner shall at all times have 
the right to enter the works, shops, etc., where the 
machinery is being constructed, for the purpose of 
inspection and examination of the materials furnished 
and work being done, and shall be afforded such 
assistance as may be required to determine whether 
the quality of the materials and the character of the 

18 



274 



COMPLETE SPECIFICATIONS. 



Work to be 
done. 



Working de- 
tail plans. 



work are in accordance with the requirements and 
intentions of this contract. 

The part of the first part further agree that 
the materials used throughout the engines and ap- 
purtenances shall be of the qualities specified, and 
new and unused when put into the work, and that 
the engines and appurtenances shall be constructed 
and erected in the most workmanlike and substantial 
manner, and everything done and furnished neces- 
sary to complete and perfect the engines and appur- 
tenances according to the designs and intentions of 
this contract, whether particularly specified or not, 
but which may be inferred from the drawings and 
from this contract and the following specifications: 

SPECIFICATIONS. 

1. The work to be done consists in making 
the design, furnishing general and detail drawdugs, 
constructing and erecting complete in place ready 
for service at High Service Pumping Station No. 3, 
St. Louis, Mo., two vertical triple expansion con- 
densing pumping engines. Each engine shall pump 
ten millions U. S. gallons of water in twenty-four 
hours. 

GENERAL DATA. 

Water Pressure 125 pounds. 

Steam Pressure 125 pounds. 

Elevation Bottom Pump Pit (City Datum 100). 90 feet. 

Elevation Engine Room Floor 118 feet. 

Elevation Water in Wet Well (Approximate). 110 feet. 
Dimensions of Pump Pit . .' 56x57 feet. 

PLANS. 

2. A complete set of accurate and distinct 
detail working tracings, made in accordance with 
the general plans submitted by the Contractor with 
his proposal and approved by the Board of Public 
Improvements, shall be furnished by the Contractor 
and submitted to the Water Commissioner within 
four months after the award of the contract. 

3. The tracings shall be of uniform size — 2^j4 
X39 inches — and shall have a clear margin of at 
least 3/^ of an inch. 

4. The kind of material to be used in each 
and every part of the construction shall be clearly 
denoted in the tracings by different section lining or 
by distinct lettering. 

5. The tracings shall show complete sectional 
outline and plan views, giving all necessary dimeu- 



I 



SrECIFICATIONS FOR PUMPING ENGINES. 275 

sions and thickness of metal, radii of fillets and 
roundings in the various parts of the construction in 
plain and intelligible figures, and shall definitely- 
state in printed letters, at all surfaces and details, 
the name of the parts and the kind of machine work 
and finish to be put upon them, thus enabling the 
machinery to be built and completed exclusively 
from blue prints taken from the tracings. 

6. There shall be separate tracings showing 
the valve motion, as put together in working con- 
dition. 

7. The tracings will be examined by the water 'r°''^^PP^°^' 
commissioner, and if found in accord with this con- 
tract and specifications, will be approved; any 

change found necessary shall be at once made by 
the contractor to the satisfaction of the Water Com- 



missioner 



8. The contractor shall also, within two months Generaiwork- 

r • 1 1 '"» Flans. 

after the award ot the contract, furnish accurate and 
workmanlike general tracings, made in accordance 
with the drawings submitted by the contractor with 
his proposal, and filed in the oflfice of the board of 
public improvements, and with the detail drawings 
approved by the Water Commissioner. 

9. These general tracings shall show the posi- 
tion of the engines in the pits, with all required 
foundation piers and bolts, and all floors, girders, 
platforms, stairs, galleries, railing, pipes, stop valves 
and all appliances complete, giving all general 
dimensions required in the erection of the machinery. 

10. If, durinof the construction, it be found change of De- 
expedient or necessary to change or modify the 

design of any of the details of the engines, working 
drawings showing the proposed changes shall be 
submitted to and approved by the Water Commis- 
sioner before any change is made. 

11. All drawings rendered in any way incor- 
rect through changes or modifications, must be com- 
pletely replaced by new tracings. 

12. Before the final payment for the ensrines, Rook of Fin- 

r . -.^ •'■, ^ ,. , ^ ished Draw- 

the contractor must furnish and deliver to the water ings. 
commissioner a book of complete general and detail 
drawings of all parts of the engines and appurte- 
nances, as built and erected. 

The detail drawings shall show all details enter- 
ing into the construction in sectional, outline and 
plan views, with all dimensions plainly written in 
neat and intelligible figures and names printed at 



276 



COMPLETE SPECIFICATIONS. 



every detail, the kind of material used and the finish 
of the various parts and surfaces. 

The general drawings shall show the engines in 
position in the pump pits in at least four different 
views, viz. : Sectional side elevation, sectional end 
elevation, contour or outline end elevation and plan, 
and shall give necessary main dimensions, thickness 
and kind of metals, location of foundation bolts, and 
all important sizes of the machinery as erected. 

These general and detailed drawings shall be 
made on mounted double Elephaat paper of asize of 
25)^x39 inches inside the margin lines, strongly 
and substantially bound in book form, with the name 
and date of the engines printed in gilt letters on the 
covers of the book. 

All drawings shall be accurately and neatly 
executed in ink in a workmanlike manner and to an. 
appropriate scale. All sheets shall be uniformJy 
lettered and consecutively numbered and provided 
with proper titles and headings. 

DESIGN. 

General Features, 



Pit. 



Suction. 



Steam. 



Plunger. 



13. The two engines shall be designed to be- 
erected and operated independently in the south pit 
of the engine house, which will be built by the city 
of St. Louis, substantially as shown by the plans on 
file in the office of the water commissioner. 

Especial attention must be paid to the fact that 
the engines will be used for direct pressure service. 

14. Engines shall have ample space around all 
their various parts for access and maintenance. 

15. The height of the water in the wet well 
will depend upon height of water in conduit, which 
will be approximately constant. 

16. The engines shall be designed for an 
initial steam pressure of 125 pounds per square inch 
and a water pres€ure of 125 pounds per square 
inch. 

17. The pumps shall be designed and con- 
structed to deliver the stipulated quantity of water 
at a plunger speed which will insure a smooth and 
effective action of the pump valves, and all working 
parts of the machinery, but in no case shall the 
diameter of any pump plunger exceed 40 per cent. 
of its stroke, or the plunger speed exceed iSo feet 
per minute. 



SPECIFICATIONS FOR PUMPING ENGINES. 277 

iS. The arrangement and construction of the Balanced, 
engines shall be such that they will give equal steam 
cards on the up and down strokes. 

19. The engines shall be designed and pro-i^eii:ibiiit>,ctc. 
portioned to have great working strength, stability 

and stiffness, and ample space around all parts for 
erection, repairs, lubrication, inspection and adjust- 
ment. 

20. The steam cylinders and the plungers of Vertical. 
the engines shall be vertical. 

21. The steam cylinders and the regulating "^'ght- 
mechanism of the cut-ofif and valve motion shall be 
placed entirely above an elevation of 120 feet above 
datum. 

22. The pump chambers and steam cylinders Frame, 
shall be rigidly connected and supported through 

the intervening frames and columns to make the 
whole construction of ample stability, strength and 
stiffness. 

23. Each engine shall have vertical, single Plungers. 
acting outside packed plungers, and no construction 

will be allowed requiring internal stuffing boxes, 
glands or water packings in the pumps. All stuffing 
boxes shall be readily accessible for inspection and 
tightening up, while the engine is running. 

24. The machinery shall be so constructed, ^^°g^^^ °^ 
supported and arranged that the pump chambers or 

any important part or piece of the substructure can 
be easily removed to such position that it can be 
hoisted out of the pump pit without necessitating the 
frame and fixed parts of the superstructure of the 
machinery being taken apart, disturbed or removed. 

25. The two engines shall each be provided Condenser. 
with a surface condenser, of appropriate size and 
construction to maintain a steady vacuum, and 
designed to directly utilize the water discharged by 

the main pumps for condensation of the exhaust 
steam. 

26. The contractor shall furnish and put up Attachments 

. -t^ ■r' and Appur- 

all pipes, valves, oil cups, drip pans, fittings and tenances. 
fixtures required to make the construction complete 
inside the engine room and pump pit, and shall 
furnish flanges drilled for connection on end of 
pipes near wall. 

27. The various parts of the machinery shall Appearance, 
be of plain shapes and forms, adapted to their 



278 



COMPLETE SPECIFICATIONS. 



Anchor Bolts. 



Castings. 



specific purposes, insuring great strength and relia- 
bility with good mechanical effects. 

Frame and Fixed Parts. 

Expansion. 28. The frame and foundation of the engines 

shall be so designed that changes of temperature 
can not alter the distribution of the loads on, or affect 
the alignment of the members of, the frame, and, 
where necessary, expansion joints shall be used. 

Frame. 29. The frame of the engine shall be designed 

to have great stiffness and weight, so that it shall 
withstand all working stresses with the minimum 
vibration. All bed plates or sole plates resting on 
masonry shall have ample bearing surfaces to safely 
distribute the working pressures. 

30. the machinery shall be substantially and 
securely anchored and held in place with a sufficient 
number of foundation bolts. 

31. All castings shall be desiq;ned to avoid 
sudden changes of section and of such forms as will 
cool uniformly without shrinkage strains. 

32. At all flanges of castings there shall be a 
reinforcement, or addition of metal, of at least 30 per 
cent, of the regular thickness, which shall extend in 
length or height at least twice the total thickness of 
the metal at the reinforcement. All flanges to be of 
not less thickness than the total metal at the rein- 
forcement. 

33. All castings must have good sized fillets at 
all corners; no small brackets will be allowed. 

34. If reheaters are used they shall be designed 
and con.^^tructed to be absolutely steam tight under 
all working conditions to which they will be sub- 
jected, and must have proper heating area and space 
and facilites for examination, repairs and renewals. 

Jackets. ^^^ jf steam jackets are used they must be 

secured to the steam cylinder in such a manner as to 
allow free and easy expansion and contraction, with- 
out causing internal leakage of joints or derangement 
of any description to jackets or cylinders, or undue 
strains in any part ; and must be arranged to insure 
proper circulation of steam and ready removal of the 
jacket water. 

36. All flat plates and surfaces acted upon by 
water pressure must be substantially proportioned 
and strengthened with a sufficient number of heavy 
ribs, to make them of ample stiffness and strength to 



Reheaters. 



SPECIFICATIONS FOR PUMPING ENGINES. 279 

safely carry the loads to which they will be subjected. 

37. All handholes and manholes shall be of 
ample size, well fitted, and so constructed as to be 
readily opened and closed. 

38. Priming and draining pipes and valves 
shall be provided for filling and emptying the pump 
chambers. 

39. The condensers must safely stand all work- Condenser, 
ing stresses to which they may be subjected, without 
leakage or weakness of any description. 

40. The condensers shall be constructed to Kxaminations 

' , f ... . e ^ • • iind Repairs. 

give ample facilities and space for the examination, 
insertion and withdrawal of tubes and packing of 
joints. The tubes must be provided with perfectly 
tight and easily removable packings, allowing for 
expansion and contraction, without injury or leakage. 

41. The condensers shall be so arranged that 
the amount of water passing through, or condensing 
surface, can be adjusted to suit varying temperatures. 

42. Arrangement must be made for proper 
distribution and circulation of the exhaust steam and 
condensing water on the cooling surfaces of the con- 
denser, without injurious impingement of the steam 
or condensing water. 

43. All glands and washers used in the con- 
densers shall be made of composition ; all bolts and 
nuts (except stay bolts) used inside the condensers 
shall be made of Tobin bronze. 

44. The condensers must be provided with all 
necessary auxiliary pipes, valves and tanks. 

45. The ho"^t well shall be set at the highest Hot Well, 
elevation in the pit which the design of the engines 

will permit. 

46. There shall be effectual means and appa- 
tus provided for the separation of grease and oil from 
the condensed water before it is fed to the boilers. 

47. The suction and discharo^e pipes shall be ^"^*'°" •'^"^ 

,.'.■, • T & r i Discharge 

thirty inches in diameter. Pipes. 

48. For each engine there shall be a single 
suction or inlet pipe, which shall be attached to the 
gate valve, furnished by the City of St. Louis, 
shown in the plans of the pump pits. 

49. The discharge pipe for each engine shall 
be carried up to an elevation of 113.6, and then hor- 
izontally through and to a distance of two feet from 
the outside of the pump pit wall, and shall be pro- 
vided with a drilled flange for connection to pump 
main. 



280 COMPLETE SPECIFICATIONS. 

Air Chambers. ^q. Each engine shall be provided with air 

vessels of sufficient capacity to insure smooth, easy 
and equal action of the pumps. 
By.pass. ^j. Each engine shall be provided with a by- 

pass pipe, arranged to facilitate draining the pump 
mains and starting the engines. 

Relief Valves. ^2. Each engine shall be provided with a 

pressure relief valve designed and arranged to by- 
pass the discharge of its pumps when the pressure 
on the pump mains exceeds 125 pounds per square 
inch. 

53. The pressure relief to be of sufficient 
capacity to by-pass total discharge of the engine. 

54. There shall be platforms or galleries of 
cast iron plates or wrought iron open work at con- 
venient locations upon the pump and steam ends, 
which will allow all of the operations necessary in 
running and maintaining the engines to be per- 
formed with the greatest safety and ease. 

55. The Contractor shall design, furnish and 
erect iron stairways, landings and galleries leading 
from the top gallery down to the bottom of the pump 
pit, with all intermediate galleries and supporting 
girders, beams, and composition railings required to 
make them complete and satisfactory in all respects. 
All of the above to be made of neat and harmonious 
proportions, and arranged to leave sufficient space 
for hoisting and removing the pump chambers and 
other parts of the machinery w^ithout disturbing any 
beams, bed-plates or other stationary parts, or neces- 
sitating the removal of stairways, landings or galleries 
to any great extent. 

^^S^*' 56. The galleries, stairs and platforms shall be 

arranged to secure as good diffusion of light down 
the pump pit as possible. 

57. The stairs to be made without risers. 
Tread pla'.es and all gallery plates to be made of a 
suitable open-work pattern. 

All parts of stairs, galleries and platforms shall 
be accessible for inspection and painting. 

Mechanism and Wearing Parts, 

*str^nes*.° 58. All moving parts shall be of ample strength 

and of sufficient stiffness to prevent undue vibrations 
in operation, 
face's!^ "'^ 59- ^^ journals and wearing surfaces shall be 

of sufficient size and of proper proportion to avoid 
excessive pressure and heating. 



SPECIFICATIONS FOR PUMPING ENGINES. 



281 



Counter-bor- 
ing. 



Journals. 



Steam End 



60. When practicable, provision shall be made 
to prevent the wearing of shoulders on either station- 
ary or moving parts at their extreme travel. 

61. All stationary journals shall have suitable 
boxes, babbitt lined when necessary, and all journals 
above four inches in diameter shall have provisions 
for horizontal and vertical adjustment. 

62. All glands and guide rings of stuffing Bushings, 
boxes shall be provided with composition linings 
forced in and securely held in place, and the glands 

shall be cupped out to make proper receptacles for 
lubricants, leakage water, etc. 

63. The bodies of all valves, three inches in Vaives, etc 
diameter and smaller, shall be entirely of composi- 
tion, but the bodies of valves larger than three 
inches, may be of cast iron, with composition valve 

and valve seats. 

64. All valves, fittings, fixtures and appurte- , 
nances used, shall be of an approved design. 

65. The valve motions and starting arrange- 
ments of the engines shall be such that each engine 
can be promptly and safely started and operated by 
one engineer. 

66. The steam distribution valves shall be of Valves. 
a known reliable type. They shall be well balanced 

and so designed as to work with the minimum fric- 
tion, to wear even and steam-tight, and to have 
proper facilities for refitting and adjustment. 

67. The steam valve mechanism shall be of Valve Motion 
ample strength and durability, and must be reliable 

in all its motions and entirely free from any danger 
of failure, derangement or rebounding. The engine Regulation, 
and valve mechanism to be provided with an auto- 
matic device to prevent racing in case of a broken 
pump main. 

68. The engines shall be fitted with a variable Cut-ofif. 
cut-off mechanism so arranged as to be easily and 
quickly adjusted while the engines are in operation. 

69. The running throttle valves of the engines Throttle, 
shall be of a well-balanced type and operate quickly 

and easily under full steam pressure. 

70. The steam pistons of the cylinders shall Piston*, 
be provided with Babbitt and Harris piston packing, 
packing which, in the opinion of the Water Com- 
missioner, is equally efficient. 

71. Steam valves above six inches in diameter 
shall have steel stems provided with Phospho bronze 
nuts. 



!82 



COMPLETE SPECIFICATIONS. 



Pump End. 



area of the suction and discharcfe 



Valves. 



Connecting 
Pieces. 



Guides. 



Boxes. 



I^ocked Nuts. 



Fly -Wheel. 



Air Pumps. 



72. The 
valves shall be sufficient to insure proper filling and 
discharging of the pumps under all conditions, but 
in no case shall the total suction valve area, or the 
total discharge valve area of each engine be less than 
6 square feet. 

73. The valves shall be designed and con- 
structed to open and close promptly and quietly, 
shall be tight and of ample strength, and .shall be 
especially designed for facility of repairs and re- 
newals. 

74. All valve stems of stop and gate water 
valves shall be made of Tobin bronze. 

75. All connecting, piston, plunger and dis" 
tance rods, and all movable parts must be of ample 
strength and stiffness to withstand all working 
stresses. 

76. The piston rods, plunger and plunger 
rods, and all reciprocation parts have properly 
designed guides and crossheads. The crossheads 
shall have shoes adjustable for wear. 

77. All journals and pins of connecting and 
valve rods, and of all reciprocating and oscillat- 
ing rods, shall have well proportioned strajD or box 
ends having easily removable composition boxes, 
Babbitt lined where required, and provided with 
wedges, keys or bolts for adjustment of wear. Each 
link or connecting rod shall at the different ends, 
have provisions for compensation of wear in the 
same direction 

78. All strap or box ends shall be of a shape 
having great strength and stiffness, holding the com- 
position boxes securely, and giving a neat and work- 
manlike appearance. 

79. AH nuts of pillow block caps bolts and 
follower bolts of pistons, all screw joints of moving 
parts and all keys shall be provided with a secure 
locking device. 

80. If a fly-wheel is used, the shafts shall rest 
in pillow blocks very securely and rigidly supported 
at ample distances apart. 

81. The construction of the air pumps must be 
such that they will at all times perform their work 
promptly without noise or injurious shocks. 

82. The air pump and all accessory pumps 
required to run the engine, except the boiler feed 
pump, shall be driven from the main engine. 



SPECIFICATIONS FOE PUMPING ENGINES. 283 

MATERIALS. 

83. All materials used throuehout this con- 
struction must be of the special class and grade 
called for in the specifications and designated in 
drawings, and shall in each case fully stand the 
specified tests. 

84. All castings shall be free from blow holes, Castings, 
flaws, scabs and defects of any description, and shall 

be smooth, close grained, sound, tough, and of true 
forms and dimensions. 

85. All casting must be done in accordance 
with the best modern foundry practice to obtain 
castings of the very best quality. Castings above 
500 pounds in weight shall be moulded in dry sand 
or loam. Great care must be taken to make all 
castings as nearly as practicable of uniform thick- 
ness throughout. 

86. No plugging or other stopping of holes or 
defects of castings will be allowed. 

87. The cast iron used in the steam cylinders. Cast iron, 
the steam distribution valves, the barrels of air 
pumps and the water plungers shall be close, fine 
grained, hard and uniform in character and of good 
wearing qualities. The cast iron used in all other 

parts of this construction shall be of superior quality, 
tough and of even grain, and shall possess a tensile 
strength of not less than 23,000 pounds per square 
inch. Test bars of the metal 2 inches by i inch, 
when broken transversely, 24 inches between sup- 
ports and loaded in the center, shall have a breaking 
load of not less than 2,200 pounds, and shall have a 
total deflection of not less than 0.35 of an inch 
before breaking. 

88. The test bars shall be cast as nearly as pos- Test Bars, 
sible to the above dimensions without finishing, but 
corrections will be made by the Water Commissioner 

for variations in thickness and width, and the cor- 
rected results must conform to the above require- 
ments. 

89. If any two test bars, cast the same day, 
show a tensile strength less than 22,000 pounds per 
square inch, or do not show the required cross 
breaking load or deflection, all the castings made 
from the melting from which the samples were taken 
may be rejected. 

90. All steel castings used in the construction Steel, 
shall be thoroughly annealed and possess a tensile 



284 



COMPLETE SPECIFICATIONS. 



Bolts. 



strength of 65,000 to 75,000 pounds, and 15 per 
cent, elongation in two inches. 

91. All steel forgings used in this construction 
shall be equal to forgings manufactured by the Otis 
Steel Company, Cleveland, Ohio, and have a tensile 
strength of not less than 75,000 pounds per square 
inch of section, and show an elongation of 20 per 
cent, in eight diameters. 
Wrought Iron. ^2. All of the vvrought iron used shall be 
tough, fibrous and uniform in character, and speci- 
mens broken in the testing machine shall show a 
tensile strength of not less than 50,000 pounds per 
square inch, with an elongation of 18 per cent, in 
eight diameters. 

93. If any specimen of steel or wrought iron 
shall not conform to the above requirements, all 
material of the lot from which the specimen was 
taken, will be rejected. 

94. The Water Commissioner may take at ran- 
dom any wrought iron bolt and nut, and have it 
broken in a testing machine. If any tw^o bolts shall 
not fill the above stipulated requirements for wrought 
iron, the whole lot of that size and make may be 
rejected ; the effective area used in computing the 
breaking strength, will be the area corresponding to 
the smallest diameter at the bottom of the threads, 
when cut in accordance with the U. S. standard. 

95. Rivets shall be made from the best refined 
iron, and must be capable of being bent cold until 
until the sides are in close contact without sisfn of 
fracture on the convex side. 

96. All rolled wrought iron shapes shall be 
free from twists, bends, seams, blisters, buckles, 
cinder spots or imperfect edges. All sheet and plate 
iron must be capable of being worked at a proper 
heat without injury. 

97. All rods shall be formed in one continuous 
rolled or forged piece without weld. 

98. All the composition metal used [excepting 
for Tobin bronze and hand railing] shall consist of 
the best quality, new material only, of mixtures 
specially adapted for the work in each case, and 
approved by the Water Commissioner. 

99. AH Phosphor bronze used must be homo- 
geneous and uniform in character, and shall have a 
tensile strength of not less than 30,000 pounds per 



Rivets. 



Shapes. 



Rods. 



Composition. 



Phosphor 
Bronze. 



square inch, with 
eight diameters. 



an 



elongation of 



15 per cent, ni 



SPECIFICATIONS FOR PUMPING ENGINES. 285 

lOO. All Tobin bronze used must be homo- 'r°^'" Bronze, 
geneous and uniform in character, and specimens 
broken in a testing machine shall show a tensile 
strength of not less than 60,000 pounds per square 
inch, and an elongation of 20 per cent, in eight 
diameters. 

loi. Finished bolts and nuts of Tobin or 
Phosphor bronze may be tested in the same manner 
as specified for wrought iron, and if any two bolts 
shall not fulfill the requirements, the whole lot of 
that size and make will be rejected. 

102. Test specimens and samples of castings, '^^^t Bars, 
forgings, composition or any other material used in 

this construction, shall be prepared ready for testing 
and supplied in the number, shape, finish and sizes 
required by the water commissioner, and shall be 
prepared as may be directed at any time during the 
pouring or w^orking of the materials. 

For all material taken by the water commis- 
sioner for testing, the following prices will be paid, 
which shall include the cost of preparing and finish- 
ing the test specimens, viz. : 

For all wrought iron or steel, the sum of ten 
cents per pound. 

For all composition, the sum of thirty cents per 
pound. 

For all cast iron, the sum of three cents per 
pound. 

All broken material to belong to the city of St. 
Louis. 

103. The Babbitt metal used throughout the Babbitt Metal, 
construction must be of the following approximate 
proportions by analysis: 8S per cent, pure tin, 

eight per cent, antimony, and four per cent. Lake 
Superior copper. 

104. All rubber for valves and gaskets must Rubber. 
be of a suitable quality, approved by the Water 
Commissioner before it is used. 

105. All other material used in the engines other mater- 
and not mentioned in these specifications will be '^^^* 
subject to inspection, test and approval by the Water 
Commissioner before it is used. 

CONSTRUCTION. 

106. The workmanship and finish of the Workmanship, 
pumping engines throughout shall be equal to the 

best American practice, and in every respect satis- 
factory to the Water Commissioner. 



286 



COMPLETE SPECIFICATIONS. 



Machine 
Worked. 



Joints. 



Boringf. 



Turning. 



Joints. 



Journals. 



Straps, etc. 



scraping. 



107. All surfaces worked in machine tools 
must be true and smooth, and accurately conform to 
the drawings in shape, size and alignment. 

108. The bearing surfaces of all sole and bed 
plates and parts resting on masonry shall be planed. 

109. If fly-wheels are used, the parts shall be 
fitted and fastened together in the most careful and 
workmanlike manner and the outer circumferences 
and the sides of the rim shall be turned smooth and 
true. 

no. All joints of bed plate and frame to be 
planed or faced and carefully fitted. 

111. The steam cylinders shall be bored in a 
vertical position, perfectly smooth and truly cylin- 
drical, with a boring bar of proper diameter. 

112. All circular flanges shall be faced on the 
outer circumference. 

113. All centers of lathe work must be made 
of ample size and carefully preserved. 

114. All corners in journals and elsewhere in 
turned work shall be rounded to proper radii. 

115. All steam joints shall be made in an 
approved manner, with a very thin gasket of Jenkins' 
Usidurian packing. 

116. All water joints to be made with rubber 
or paper gaskets, arranged with special care to pre- 
vent blowing out. 

117. All seats of steam and water gates must 
be scraped and ground tight. 

118. All journals to be turned straight, cylin- 
drical and smooth. Particular attention and care 
shall be paid to the proper fitting and scraping of 
all journal boxes, to make the same of an extraor- 
dinarily good bearing surface, and accurate fit to 
their housings or carrying members. 

1 19. Straps, gibs, keys, reamed bolts and 
boxes of all connecting rods must be fitted with the 
utmost care and accuracy, and finished in a thorough 
and workmanlike manner. 

120. The final fitting marks shall, for all 
parts, be preserved for examination and must in all 
cases be satisfactory to the Water Commissioner. 

121. All journal boxes, pins, keys and other 
details of the machinery shall be taken apart at any 
time during the process of fitting or erecting, when 
the Water Commissioner so directs, to allow a thor- 
ough examination of fit and workmanship. 



SPECIFICATIONS FOR PUMPING ENGINES. 287 

122. If gear wheels are used in the valve ^^^^• 
motion of the engines, they shall be properly de- 
signed and accurately cut in gear cutting machines. 

123. The treads of cams and other parts of the Cam Treads, 
valve motion subject to intermittent or sudden motion 

and heavy wear shall be of tempered steel or case 
hardened iron. 

124. The tempering or hardening processes Tempering or 
must be so conducted that parts will retain their 

proper size and shapes and have the requisite hard- 
ness. 

125. All parts of the engines must be well c«"t"'°S- 
secured and correctly centered with accurately fitted 

dowel pins, reamed bolts or male and female joints. 

126. All flanges must be cast solid, and all 
bolt holes shall be drilled with perfectly sharpened 
and centered twist-drills to insure accurate round 
holes. 

127. All dowel pins must be of proper taper, ^^^^^^ Pi"s. 
and well fitted ; and where necessary, shall have 

proper facilities for removal. 

128. All holes intended to receive tapering Taper. 
parts shall be carefully reamed and ground and the 
tapering parts driven or forced into place. 

129. Nuts and bolts and all threads shall be of Threads, 
the U. S. standard, except where special threads are 
necessary. 

130. The threads and shanks of all bolts above 
^ inch in diameter shall be cut and turned in the 
lathe, and the ends of all bolts shall be finished to a 
neat conical or hemispherical point. 

131. The resting surface for nuts and heads of 
all bolts shall be faced to present a smooth, plane 
surface, square to the axis of the bolt. 

132. Case hardened, finished and polished nuts FinishedNuts. 
shall be used in all exposed work above the upper 

floor level, and also for all parts requiring frequent 
removal and adjusting. All other nuts and bolt- 
heads above the upper floor level, and nuts for all 
stuffing boxes, and at such other places as may be 
necessary, shall be finished. 

133. Finished Phosphor bronze nuts and 
rolled Tobin bronze studs and bolts to be used for 
all fastenings inside the pump chambers, and for all 
glands of stuffing boxes of the pump end. 

134. Cold pressed nuts shall be used for all ^^^m^''"^*'' 
stationary parts of the pump chambers, and in all 

cases where not otherwise specified. 



288 COMPLETE SPECIFICATIONS. 

Hexagonal. 1 35. All niits and bolt heads shall be hexagonal 

in shape and must be faced on top and bottom. 

The sides shall fit their wrenches accurately. 
Keys. 136. All key-ways and keys must be accurately 

fitted and properly driven or forced into place, and 

must be of appropriate size and taper. 

137. All riveted work shall be specially 

designed for its particular uses, and executed in a 

thorough and workmanlike manner. 
Calking. 1 38. All riveted joints subject to pressure shall 

be thoroughly and neatly calked with a round-nosed 

tool. 
Finishing. 1 39. All connecting rods, links and valve rods 

shall be draw-file finished. 

140. All bright and specially finished work 
must be of the highest grade and entirely free from 
scratches, specks and flaws. 

141. All visible composition w^ork shall have a 
bright finish. 

142. All exposed machine worked surfaces of 
all parts above the upper floor level and of all mov- 
ing parts, except fly-wheels, shall have a bright 
finish. 

Lagging. i^^^ Xhe steam cylinders, steam chests, 

reheaters, steam and distribution pipe and other 
heated surfaces of the machinery, when necessary, 
shall be protected by neat mahogany or walnut lag- 
ging, securely fastened and held in place by brass 
bands and button-headed brass screws, or by bright 
finished false covers. 

Covering. 144- All Steam pipes and heated surfaces shall 

be protected with approved non-conductors to the 
depth of flanges. 

145. The material to be used in covering 
steam pipes, cylinders, reheaters and all protected 
parts, and the method of its application, shall be 
subject to approval by the Water Commissioner. 

146. No non-conductors, lagging or false 
covers shall be applied until the construction has 
been thoroughly tested by working steam pressure 
and all leakages and defects developed have been 
thoroughly remedied. 

ERECTION. 

In Shop. I47« The Contractor shall erect in the shop 

such parts of the steamand water ends of the engines 
as may be necessary, in order that the final erection 



SPECIFICATIONS FOR PUMPING ENGINES. 289 

can be carrlecl on with despatch in a thorough and 
workmanlike manner. 

148. The Contractor, shall, at his own expense Transporting. 
and risk, transport all parts of the machinery to the 
pumping station, but will be allowed the use of the 

power traveling crane in the engine house for erect- 
ing. 

149. All foundations and piers required for :\ra3onry. 
the support and anchorage of the engines, in addi- 
tion to that shown in the city's drawings, will be 

built by the city of St. Louis, to drawings furnished 
by the contractor. All foundation piers will be 
built of first-class coursed cut stone masonry and 
provided with granite capstones of appropriate sizes, 
and charged to the contractor at $20 per cubic yard. 

150. The contractor shall deliver at the pump- waii Boxes, 
ing station all bolts, washers, wall boxes, girders, ^*^' 
etc., intended to be inserted in the masonry, in ample 

time to prevent delay during the building of the 
foundation walls and piers. 

151. The contractor shall be responsible for 
the proper and exact location of all parts, when 
placed in accordance with his drawings and templets. 

152. The contractor shall do all work neces- inPit. 
sary to erect, fit and secure the engines in the pump 

pit upon the foundation piers as completed and built 
by the city of St. Louis. 

153. Every sole plate, girder, bed plate and Rust joint, 
casting resting on or secured to masonry, shall be 
provided with a rust joint of sufiicient thickness, > 
carefully driven and packed and consisting of ingre- -"■ 
dients satisfactory to the Water Commissioner. 

154. Great care shall be taken in the erection Bearings; 
of the engines to place and secure the various sole 

and bed plates upon solid, plane and smooth bear- 
ings. All joints between stationary details must be 
made with the utmost accuracy and precision, insur- 
ing perfect and permanent alignment. None of the 
parts shall be unduly strained in lining up. 

155. The contractor shall so conduct his oper- Other Work, 
ations as not to interfere with the work of other 
contractors, and the disposal of his tools and mate- 
rials during storage and erection will be subject to 

the approval of the Water Commissioner. 

156. The party of the second part will furnish water, 
and set the gate valves of the suction pipes, but the 
contractor shall pump out all accumulated water in 

19 



290 



COMPLETE SPECIFICATIONS. 



Protection 
of Parts. 



Damage. 



Cleaning up 



Damage to 
Masonry, 
etc. 



Storage of 
Machinery 
Parts. 



Paraffine 
Varnish. 



Oil paint. 



the pump pit before commencing erection, and do 
all necessary pumping during erection of engines. 

157. All finished parts must be well protected 
in shops and during transportation to prevent injury 
and abrasion. 

158. All injured parts must be replaced, when 
in the judgment of the Water Commissioner, refit- 
ting will not suffice. 

159. The contractor shall remove all staging 
used in erecting the engines, and leave the pump 
pit, engine room and premises neat and clean. 

160. The contractor shall, at his own cost, 
make good all damages to masonry, buildings, or 
other property of the city of St. Louis, occasioned 
by the contractor or his employes in the transporta- 
tion and erection of the machinery. 

161. The city of St. Louis will furnish space 
within its premises for the reception of the various 
parts of the machinery, but shall not be responsible 
for the safe keeping of these parts, nor for damage 
caused to them from exposure or other cause. 

PAINTING. 

162. All castings and details must be inspected 
and approved before painting, and in no case shall 
the paint or pitch be applied until all surfaces are 
trimmed and thoroughly cleaned. 

163. All unfinished iron work not visible from 
the engine room floor (except where otherwise 
required) and that above the floor intended to be 
encased, shall be thoroughly painted inside and out 
with three coats of No. i paraffine varnish, applied 
hot. The first coat shall be put on at the shop, and 
the others after erection, excepting for inside surfaces 
of pumps, pipes, etc., which shall receive two coats 
at the shop and one after erection. 

164. All unfinished iron work visible from the 
engine room floor, shall be thoroughly cleaned, 
rubbed down and painted with four coats of a good 
quality of paint and strictly pure lins2ed oil. The. 
first coat shall be put on at the shop and the others 
after erection. 

165. The paint shall be of a grade and color 
approved by the Water Commissioner, and shall be 
applied, striped and varnished to his satisfaction. 

166. All parts to be covered by non-conduc- 
tors must be thoroughly cleaned and frc^d from 
rust, and painted with three coats of paint of a kind, 



SPECIFICATIONS FOR PUMPING ENGINES. 291 

color and quality to be determined by the Water 
Commissioner before application of the non-con- 
ductors. 

167. All finished and polished surfaces must Finished 
be kept entirely free from rust until erected and 
finally accepted. 

TESTING. 

168. After erection has been completed, and Pressure. ' 
before the final painting, a blank flange shall be 

bolted on the out-door end of the dischars^e pipe, 
and the whole construction tested with hydraulic 
pressure. A force pump shall be connected to the 
discharge pipe, and a pressure of 200 pounds per 
square inch applied in such manner as to test the 
pumps, pump valves, air vessels, discharge pipes, 
pump rods and the frames of the engines. After 
this test the engine is to be run to full capacity, dis- 
charging through the pressure relief valves for the 
purpose of testing same ; a further test to be made 
by suddenly opening gate on pump main to test 
speed controlling device mentioned in section 67. 

These tests must be conducted by the contrac- 
tor with great care and in a manner satisfactory to 
the Water Commissioner. 

The contractor shall furnish all labor necessary, 
and all piping, cocks, valves, granges, force pumps, 
flanges and appliances required in the tests. 

169. For the purpose of determining the duty Duty Test, 
of the engines furnished under this contract, there 

shall be an expert duty test of twenty- four hours 
continuous run for each engine. These tests shall 
be conducted by three experts, one to be selected by 
the Water Commissioner, one by the contractor, and 
the two thus named to select the third. 

The duty tests shall be conducted for one engine 
at a time, unless otherwise ordered by the Water 
Commissioner. 

170. The water of condensation from all 
steam jackets and reheaters shall be gathered and 
its weight carefully determined, and it shall be 
charged against the engines during all of the duty 
tests. 

171. The total weight of water fed to the 
boilers during the tests, shall be considered the 
amount of steam used when corrected for entrain- 
ment exceeding two per cent. 



292 COMPLETE SPECIFICATIONS. 

172. Steam used for running the boiler feed 
pumps during the duty tests will not be charged 
/ against the engines. 

Expert Test. 173. The twenty- four hours duty test shall be 

made with the water in the wet well at an approxi- 
mate elevation of no, and shall be conducted by 
the experts selected in accordance with section 169 
of this contract. 

Speed. 174. If, in the opinion of the Water Commis- 

sioner, the speed of the engines at any time during 
the twenty-four hours test is such as to jeopardize 
their safety, he shall have the right to order them 
run at such reduced speed as will give a smooth and 
quiet action. 

Head(h). 1 75. The head (h) to be inserted into the 

formula for computing the duty of the engines dur- 
ing the running test, shall be ascertained by attach- 
ing a gauge to the discharge pipe close to where it 
turns into and runs through the foundation walls of 
the pit, and by the elevation of the water in the wet 
well. 

176. Any part or detail of the engines show- 
ing undue strain or weakness of any description, 
must be replaced, and all defects developed in these 
tests shall be corrected by the contractor to the 
entire satisfaction of the water commissioner. 

ADDITIONAL APPLIANCES. 

Wrenches. "^77' The contractor shall furnish for all sizes 

of bolts a complete set of wrenches for each engine, 
accurately fitted to the respective sizes of nuts. The 
Tvrenches for all finished nuts about the engines shall 
have a bright finish and shall be marked with their 
respective sizes. 

178. Each engine shall be provided with one 
steam gauge, graduated from o to 250 pounds, one 
vacuum gauge, one suitable steam gauge on each 
receiver (if such be employed in the construction), 
and one engine revolution counter ; all of them to 
have brass cases, triple silver plated, and placed 
convenient for observation. The dials of gauges to 
be ten (10) inches in diameter. 

179. Each of the air vessels of the pumps shall 
be provided with one glass water gauge of satisfac- 
tory design. The hot w^ell for each engine shall be 
provided with a suitable, permanently attached 
thermometer of appropriate design. 



etc 



SPECIFICATIONS FOR PUMPING ENGINES. 293 

I So. The contractor shall furnish one steam indicators, 
indicator for each steam cylinder and three indicators 
for the main pumps, and one indicator for the ail 
pumps. The indicators shall be the Thompson, 
Crosby or Tabor. 

iSi. Each steam cylinder, main and air pumps 
of the two engines shall be provided with permanent 
piping, fixtures and motion appliances for attaching 
and working the indicators. All valves, cocks, 
pipes and appliances for the attachment of the indi- 
cators to the steam cylinders and pumps shall be 
made of composition, of ample size and complete in 
every respect. 

183. All journals must be provided with sight- on Cups, 
feed oil cups. There shall also be brass drip pans 
or pockets at all journals and oiling places to catch 
lubricants. 

183. The steam cylinders shall be fitted with 
sight-feed lubricators. 

184. There shall be valves, pipes and drip 
pans at all places where necessary, for receiving and 
conveying water from stuffing boxes, etc. 

185. The contractor shall furnish an extra set 
of suction valves and an extra set of discharge valves 
with all parts complete. 

REPAIRS. 

186. Near the end of the year of probation, 
the Water Commissioner will make an examination of 
the engines, and any part or detail found to be de- 
fective or injured through excessive wear, overstrain, 
bad material or faulty design, shall be replaced by 
the contractor, at his own cost and expense, to the 
satisfaction of the water commissioner. 

The said part of the first part further agree Gr 

that all the work contemplated and described in this 
contract and the foregoing specifications, shall be 
done in accordance with the general drawing? 
approved by, and on file in the office of, the board 
of public improvements, and with the detail work- 
ing drawings submitted to and approved by the 
Water Commissioner. It is further agreed that the 
drawings and specifications form a part of this con- 
tract, and that, if any discrepancies appear between 
any of the drawings and the specifications, or between 
any of the several drawings in themselves, such dis- 
crepancies shall be adjusted by the contractor to the 
satisfaction of the Water Commissioner. And it is 



294 COMPLETE SPECIFICATIONS. 

further expressly agreed that the approval of the 
general and working drawings shall not in any case 
relieve the contractor from any of his responsibilities 
under this contract. 

H The said part of the first part hereby expressly 
agree that the inspection of materials and work- 
manship shall not relieve of any 

of obligations to perform sound 

and reliable w^ork, as herein described. And the 
said part of the first part further agree to repair 
or replace any defective part or piece of the pump- 
ing engines during one year from the end of the 24 
hours running test, at his own cost and expense. 

And it is further agreed that during the afore- 
said year, the Water Commissioner may make all 
necessary repairs requiring prompt attention, and 
that the cost of such repairs shall be borne by the 
contractor. 

I And it is further agreed that any work not 

herein specified which may be fairly implied as 
included in this contract, of which the Water Com- 
missioner shall judge, shall be done by the con- 
tractor without extra charge. The contractor shall 
also do such extra work in connection with this con- 
tract as the Water Commissioner may in writing 
specially direct, and the price for such extra work 
shall be fixed by the water commissioner, but no 
claim for extra work shall be allowed, unless the 
same was done in pursuance of a written order, as 
aforesaid. 

J The said part of the first part further 

agree that the work embraced in this contract shall 
be begun w'ithin one week after written notice so to 
do shall have been given to the contractor by the 
Water Commissioner, and continued (unless the said 
commissioner shall otherwise in writing specially 
direct), with such force and in such manner as to 
secure its completion within twenty-six months 
thereafter, the time of beginning, rate of progress, 
and time of completion being essential conditions of 
this contract. And the part of the first part fur- 
ther agree that if the pumping engines to be 
furnished under this contract are not completed at 
the time above specified, then there shall be retained 
by said second party, as ascertained and liquidated 
damages, the sum of fifty ($50.00) dollars per day 
for every day thereafter until said engines are ready 
for service. 



I 



SPECIFICATIONS FOR PUMPING ENGINES. 295 

The party of the second part agrees to have the K 
pump pits ready for the commencement of the 
erection of the engines within twenty months, and 
to have the steam ready for testing and running the 
engines twenty-three months after the date of the 
above notice to begin work. 

And the part of the first part further agree L 

that shall not be entitled to any claim for any hind- 
rance or delay from any cause whatever in the 
progress of the work, or any portion thereof; but 
any hindrance or delay occasioned by the party of 
the second part shall entitle said part of the first 
part to an extension of the time for completing this 
contract, sufficient to compensate for the detention, 
the same to be determined by the Water Commis- 
sioner. 

The said part of the first part further agree M 
that will not sublet the work to be done under this 
contract, but will keep the same under control, and 
that will not assign the same by power of attorney 
or otherwise, and that will at all times have a rep- 
resentative present where any work is in progress 
under this contract. Whenever it may be desired to 
give directions, orders will be given by the Water 
Commissioner and obeyed by the contractor's repre- 
sentative who may have charge of the particular 
work in reference to which orders are given. If any 
person employed by the contractor on the work 
should appear to the Water Commissioner to be 
incompetent or disorderly, he shall, upon the requisi- 
tion of the Water Commissioner, be at once dis- 
charged and not again employed. 

It is further agreed that if the part of the first N 
part shall assign this contract, or abandon the work 
to be done under this agreement, or shall neglect or 
refuse to comply with the specifications or stipula- 
tions herein contained, the board of public improve- 
ments shall have the right, with the consent of the 
mayor, to annul and cancel this contract, and to 
relet the work or any part thereof ; and such annul- 
ment shall not entitle the contractor to recover 
damages on account thereof ; nor shall it affect the 
right of the City of St. Louis to recover damages 
which may arise from such failure. 

And the said first part hereby agree to pro- O 
tect and defend and save harmless the said city of 
St. Louis against any demand for patent fees on any 
patented invention, article or arrangement that may 



296 COMPLETE SPECIFICATIONS. 

be used by said first part in the pumping engines 
furnished under this contract. 

P The said part of the first part further agree 

to idemnify and save harmless the City of St. Louis 
from all suits or actions brought against the said city 
on account of injuries or damages received or sus- 
tained by any party or parties during the construc- 
tion of the pumping engines, or by or in consequence 
of any negligence in guarding the same, or any 
improper materials used in the construction, or by 
or on account of any act or omission of the said 
part of the first part or agents. 

Q The part of the first part further agree that 

each engine furnished under this contract shall have 
a pumping capacity of ten million U. S. gallons in 
twenty-four hours. The capacity to be at a speed 
that will insure smooth and quiet action, and to be 
determined by the experts during the duty test. 

R The part of the first part hereby agree that 

the pumping engines furnished under this contract 
shall perform, during a running test of twenty-four 
hours, a duty of one hundred and twenty-five million 
foot-pounds per thousand pounds of commercially 
dry steam. 

The part of the first part further agree that 
in case either engine fails to perforn a duty of one 
hundred and twenty-five million foot-pounds per 
thousand pounds of steam, during the working test 

of twenty-four hours, will pay to the party of 

the second part, as an agreed measure of damages 
for lack of efficiency of the engine, in the ratio of 
$2,500.00 for each one million foot-pounds which 
the duty falls below one hundred and twenty five 
million. 

In case either engine exceeds, during the 
twenty-four hours working test, an average duty of 
one hundred and twenty-five million foot-pounds per 
thousand pounds of steam, the party of the second 
part agrees to pay to the part of the first part, as 
a reward for the superior efficiency of the engine, 
an amount to be in the ratio of $1,000.00 for each 
one million foot-pounds which the duty comes above 
one hundred and twenty-five million. 

S On condition of the true and faithful perform- 
ance of all the conditions of this agreement and 
specifications, the said party of the second part 
agrees to pay to said part of the first part the sum 
of dollars, subject to such additions or 



SPECIFICATIONS FOR PUMPING ENGINES. 297 

deductions as are authorized by the provisions and 
conditions of this contract, in full payment for all 
the work and materials, designs and drawings 
required by this contract, embracing the satisfactory 
construction and erection of such pumping engines 
and appurtenances as are herein defined and 
described in all their parts and requirements. 

Payments on account will be made as follows, 
viz. : 

a. On or about the first of each month, the T 
Water Commissioner shall cause an approximate esti- 
mate to be made of the value of the materials and 
word done, based on the total amount to be paid for 
the engines ; from the amount so found he shall 
deduct 20 per cent, and all sums previously paid or 
retained under this contract, and certify the remain- 
der as then due. Provided, however, that nothing 
herein contained shall be construed to affect the 
right of the City of St. Louis, hereby reserved, to 
reject the whole or any portion of the work afore- 
said, should the said certificates be found or known 

to be inconsistent with the terms of this agreement, 
or otherwise improperly given. 

b. When the twenty-four hours running test 
shall have been satisfactorily completed, the Water 
Commissioner shall make an estimate for the amount 
of the contract price, less 10 per cent., and all sums 
retained under this contract. 

It is further agreed that the water commissioner 
shall have charge of and operate the engines furnished 
under this contract, during the twenty-four hours 
duty test, and the year following, and that the 
part of the first part shall not be relieved or 

released thereby from any of obligations under 

this contract. 

At the end of said year, the pumping engines 
and appurtenances, if found to be in good working 
condition, shall be finally accepted, and the Water 
Commissioner shall make and certify a final estimate 
in favor of the first part and the responsibility of 
said first part shall then cease. 

The said part of the first part further agree U 

that shall not be entitled to demand or receive 

payment for any portion of the aforesaid work or 
materials, except in the manner set forth in this 
agreement; nor until each and all of the stipulations 
hereinbefore mentioned are complied with, and the 
Water Commissioner shall have given his certificate 



298 COMPLETE SPECIFICATIONS. 

to that effect. The party of the second part hereby 
agrees and binds itself to pay the said part of the 
first part in cash, the whole amount of money accru- 
ing to the said part of the first part under this 
contract, excepting such sum or sums as may be 
lawfully retained under any of the provisions of this 
contract hereinbefore set forth, upon the giving by 
the said part of the first part to the party of the 
second part a release from all claims and demands 
whatsoever growing out of this agreement. 
V This agreement is entered into subject to the 

city charter and ordinances in general, and in partic- 
ular to the following provisions of Article VI., sec- 
tion 28, of said charter, to wit: 

"flr." The aggregate payments under this con- 
tract shall be limited by the appropriations made 
therefor. 

"3." On ten day's notice the work, under this 
agreement, may, without cost or claim against the 
city, be suspended by the board of public improve- 
ments, with the approval of the mayor, for want of 
means or other substantial cause. Provided, that on 
the complaint of any citizen and tax payer, that any 
public work is being done contrary to contract, or 
the work or material used is imperfect or different 
from what was stipulated to be furnished or done, 
the said board shall examine into the complaint and 
may appoint two or more competent commissioners 
to examine and report on said work, and after such 
examination, or after considering the report of said 
commissioners, they shall make such order in the 
premises as shall be just and reasonable, and what 
the public interests seem to demand, and such decis- 
ion shall be binding on all parties. The cost of such 
examination shall be borne by the contractor, if such 
complaint is decided to be well founded, and by the 
complainant if found to be groundless. 
"W Ordinance 16,514, approved December 22d, 

189 1, is hereby made part of this contract, and must 
be observed in all its provisions, namely: 

Section i. All contracts hereafter entered 
into wherein the City of St. Louis is a party, for the 
doing of any kind of work or labor for the City of 
St. Louis, including work on all public buildings, 
works and enterprises, shall contain the following 
terms and conditions: («) That the men, persons 
or laborers who may be employed in the doing, 
prosecuting, or accomplishment of such work done 



SPECIFICATIONS FOR PUMPING ENGINES. 299 

by the contractor with the City of St. Louis, or any 
one under him, or any person controlling the said 
men, persons or laborers, shall not be required to 
work more than eight hours a day; (<5) That in case 
of the violation of such provisions of such contracts, 
the mayor shall immediately declare such contracts 
canceled and forfeited, and the work being done 
under such contracts shall be relet in the manner 
provided for the letting of such work, and such con- 
tractor shall thereafter be ineligible to bid upon such 
work under such reletting, and the difference in the 
cost of doing such work under such contract so can- 
celed and forfeited, and under such reletting, shall 
be sued for on the bond of such contractor so violat- 
ing such contract. 

For the faithful performance of all and singu- 
lar the terms and stipulations of this contract, in 

every particular, the said part of the first 

part, as principal, and as securities, hereby 

bind themselves and their respective heirs, executors 
and administrators, unto the said City of St. Louis, 

in the penal sum of dollars, lawful money of the 

LTnited States, conditioned that in the event the said 

shall faithfully and properly perform the 

foregoing contract according to all the terms thereof, 
and shall as soon as the work contemplated by said 
contract is completed, pay to the proper parties all 
amounts due for material and labor used and em- 
ployed in the performance thereof, then this obliga- 
tion to be void, otherwise of full force and effect, and 
the same may be sued on at the instance of any 
material man, laboring man or mechanic, in the name 
of the City of St. Louis, to the use of such material 
man, laboring man or mechanic, for any breach of 
the condition hereof; provided, that no such suit 
shall be instituted after the expiration of ninety days 
from the completion of said contract. 

In witness whereof, the said part of 

the first part, as principal, and securities, 

parties of the first part, have hereunto set their hands 
and seals respectively, and the City of St. Louis, 
party of the second part, acting by and through the 
board of public improvements aforesaid, have sub- 
scribed these presents the day and year first above 
written. 

WITNESS : 
[seal] 

[seal] 

[seal] 

[seal] 



300 COMPLETE SPECIFICATIONS. 

The City of St. Louis by 



President Board of Public Improvements' 

Countersigned : 

Comptroller. 

City Counselor's Office. 

St. Louis, 18 — 

The foregoing Agreement and Bond are in due 
form according to law. 



City Counselor. 

Mayor's Office. 

St. Louis, 18 — 

I hereby approve of the Securities to the fore- 
going Contract and Bond. 



Mayor. 
M. L. H. ^ 

169. Complete General Speciflcations for Water 
Tubular Boilers and Settings. The following complete 
general specifications for horizontal water tubular boilers were 
used in connection with the engine specifications given in the 
previous article, and the contract was let under similar contract- 
ing, general, and surety clauses. These portions are omitted 
from these specifications for the sake of brevity. They were 

prepared by the same gentleman who prepared the specifica- 
tions in the last article, and are thought to represent an equally 

good practice. 

1. The work to be done consists in furnishing 
designs and plans, material, tools and labor, and 
building, transporting and erecting complete in 
place, ready for firing, in the boiler-house at Bissell's 

'Point, eight horizontal water tube boilers, the 
boilers to be provided with all recessary valves, 
gauges, breechings and connection to underground 
smoke flue. 

DESIGN. 

2. The boilers to be of the type designated as 
horizontal water tube boilers, designed and built 
with special reference to easy access for cleaning 
and repairing of both internal and external surfaces. 
The boilers to be designed for natural draft of pres- 



SPECIFICATIONS FOR PUMPING ENGINES. 301 

ent smoke stack. No stays or obstructions of any 
kind shall be placed inside of the water tubes. 

3. The boilers to be designed for a working 
steam pressure of 140 pounds per square inch, with 
a factor of safety of six on minimum sections. 

4. Each boiler shall have a total tube heating 
surface of not less than 3,000 square feet, and a 
grate area equivalent to 75 square feet of straight 
grate. 

5. The boilers to be provided with smoke pre- 
venting furnaces, which shall effectually stop smoke 
while burning southern Illinois coal at a rate of from 
twenty (20) to twenty-five (25) pounds per square 
foot of grate per hour. The furnace shall be some 
well tested and approved device for prevention of 
smoke, which does not use a steam jet or a system 
of brick arches in the fire box. 

6. The boilers to be set in four independent 
batteries, as shown on drawing, each boiler to be 
provided v/ith walls, settings, valves, gauges, smoke 
breeching and dampers necessary for operating or 
repairing independently of other boilers. 

7. The fire fronts shall be designed to facili- 
tate firing and removing ashes. The fire doors to be 
of suitable design to secure the regulation of air 
admitted to the fire, and prevent radiation through 
the fire door openings during regular service. The 
boiler dampers to be arranged to regulate from front 
of boiler. 

8. Each boiler to have an eight-inch stop valve, Fittings. 
admitting of independent connection to main steam 

pipe. 

To each boiler there shall also be attached, 
besides the eight-inch stop valve, two three and a 
half inch improved pop safety valves, placed in such 
positions that their escape pipes will not interfere 
with the roof trusses or sky-lights of the boiler 
house. 

9. All steam drums to be made of steel plates 
of the quality hereinafter specified. 

10. The boilers to be set and supported in a 
manner admitting of expansion and contraction of 
the same, without injury to the brick work or boilers 
in any way. 

All beams required to support or carry the 
boilers to be of ample strength, and must be either 
wrought iron or steel. 



302 COMPLETE SPECIFICATIONS. 

There shall be central air spaces in all walls 
enclosino: the boilers. 

FITTINGS AND APPURTENANCES. 

II. The contractor shall furnish and put in 
place all necessary valves, steam gauges, water glass 
gauges, safety valve escape pipes, and all appurte- 
nances, and make connection to steam main, feed 
and blow-off pipes and underground smoke flue. 

Wrenches. 12. For all nuts ou the boilers and fittings, 

there must be furnished well-fitted wrenches. 

Steam Gauges 1 3* The stcam gauges shall be attached to the 

and Plugs, boiler fronts with nickel-plated brass siphon pipe 
and cocks, in a neat manner, admitting of easy 
removal. 

The feed-water valve of each boiler to be pro- 
vided with a suitable arrangement for its regulation 
from the front of the boilers. 

Steam gauges to be brass case, nickel-plated, 
fourteen inches in diameter, maximum pressure 250 
pounds, five-pound divisions. 

14. Each boiler to be provided with three 
Bailey's safety copper cap fusible plugs, or other 
safety plugs of equally good manufacture and satis- 
factory fusibility. 

Drains. ^5' There shall be suitable copper spouts and 

polished brass piping wherever visible, to catch the 
steam and water from the gauge cocks and glass 
water gauges, and they shall be piped and connected 
to the ash box in an acceptable manner. 

Valves. 1 6. Steam valves above six inches in diameter 

shall have steel stems, provided with phosphor 
bronze nuts, and the glands of all stufling boxes shall 
be of composition. 

17. All valves, fittings, fixtures and appurte- 
nances used shall be of the best design. 

18. The steam drums and all parts of the 
boilers and pipes not covered by brick work, and 
the breechings to be covered with magnesia cover- 
ing, not less than one and a half inches in thickness, 
thoroughly secured in place. 

19. Hand hole plates must be secured in an 
approved manner, to insure the greatest possible 
safety against accidents from breaking of fastenings. 

MATERIALS. 

20. All material used throughout this con- 
struction must be of the special class and grade called 



SPECIFICATIONS FOR PUMPING ENGINES. 303 

for in the specifications, and shall in each case fully 
stand the specified tests. 

21. All plates in the boilers to be made of ^'^^^ p'^'-^* 
steel. 

The steel plates used in these boilers must be 
stamped with the maker's name and the tensile 
strength ; to be homogeneous and of uniform qual- 
ity, to have a tensile strength of not less than 55,000 
pounds, nor more than 63.000 pounds per square 
inch, an elastic limit of at least 30,000 pounds per 
square inch, and an elongation of at least twenty- 
four (24) per cent, in eight inches. 

Specimens must stand the following bending 
test, viz. : 

To bend double, closing up completely without 
showing sign of fracture when bent cold, or after 
having been heated to a cherry red and plunged into 
water at 70 degrees Fahrenheit. 

The water commissioner shall have the right to 
order test specimens 2x14 inches, to be cut out of 
any of the plates to be used in the boilei;s. 

22. All wrought iron for bolts, nuts or other ^^'rought iron, 
purposes shall be double refined, and have an ulti- 
mate tensile strength of at least 52,000 pounds per 

square inch, an elastic limit of 26,000 pounds per 
square inch, and an elongation of eighteen (18) per 
cent, in eight inches. 

23. Rivets to be Burden's best, and must be 
capable of bending cold until the sides are in close 
contact, without sign of fracture ; and iron used for 
screw stays, stay bolts and braces to be of best 
quality of American manufacture. 

24. Tubes to be lap-welded of the best quality Tubes, 
of American manufacture, of a diameter of 3^ 
inches or 4 inches, and must stand a satisfactory 
hammer test. 

25. All castings shall be free from blow holes, Castingjs. 
flaws, scabs, and defects of any description, and 

shall be smooth, close-grained, sound, tough, and of 
true forms and dimensions. 

Great care must be taken to make all castings, 
as nearly as practicable, of uniform thickness 
throughout, when not otherwise required. 

26. All cast iron used under steam pressure iron Castings, 
shall be of good quality, tough and of even grain, 

and shall possess a tensile strength of not less than 
22,000 pounds per square inch. 



304 COMPLETE SPECIFICATIONS. 

Test bars of the metal, two inches by one inch, 
when broken transversely, twenty-four inches be- 
tween supports and loaded in the center, shall have 
a breaking load of not less than 2,200 pounds, and 
shall have a total deflection of not less than ^^f-^ of 
an inch before breaking. 

The test bars shall be cast as nearly as possible 
to the above dimensions, without finishing, but cor- 
rections will be made by the water commissioner for 
variations in thickness and width, and the corrected 
results must conform to the above requirements. 

27. If any two test bars, cast the same day, 
show a tensile strength less than is required in these 
specifications, or do not show the required cross 
breaking load or deflection, all castings made from 
the melting from which the samples were taken may 
be rejected. 
Specimens. 28. Test specimens and samples of castings 

and forgings, or any other kind of material used in 
this construction, shall be prepared ready for testing 
and supplied in the number, shape, finish and sizes 
required by the water commissioner, and shall be 
prepared as may be directed at any time during the 
pouring or working of materials. 

29. The stamps put upon the steel sheets by 
the manufacturer must at all times be preserved for 
identification, and so placed as to be visible on the 
outside of boilers ; if any stamp is cut out in process 
of manufacture, the water commissioner shall first 
replace it by a duplicate stamp. 

WORKMANSHIP. 

30. The best workmanship on these boilers 
will be exacted, and it must be equal in all respects 
to that executed in the best boiler works in this 
country. 

31. All holes for bolts, studs and rivets in 
castings must be drilled. No cored bolt holes will 
be allowed. 

No plugging or other stopping of holes or 
defects of castings will be allowed. 

32. Any rivet which is deformed, cracked, 
burnt, improperly driven, leaky, or in any way 
injured, must be cut out and properly replaced. 

33. All surfaces of sheets, and other parts to 
be riveted, must be brought together to close con- 
tact and accurately fitted, with bearing surfaces 



SPECIFICATIONS FOR PUMPING ENGINES. 



305 



smooth and clean, and while being riveted to be 
held firmly in position and alignment without exert- 
ing injurious strains upon any portion or detail of 
the boiler. 

34. The use of drift pens, to bring rivet holes 
to match, or come true and central, will not be 
allowed in the process of riveting, and must be dis- 
pensed with entirely. The utmost accuracy in 
punching the rivet holes will be exacted. Rivet 
holes failing to fit, or come fair and true, must be 
reamed out accurately, and rivets of suitable size 
used. 

35. All sheets of the boilers must be satisfac- Sheets, 
torily straightened before being planed, bent, flanged, 
drilled, fitted, etc. 

36. All scarfing to be done in a neat and 
workmanlike manner. Sufficient allowance of 
material must be made at all places where scarfs are 
required. 

37. The edges of all sheets to be planed to a 
suitable bevel. 

38. All seams to be caulked on both sides Caulking. 
where accessible. 

All caulking to be done in the best manner, 
with round-nosed caulking tools ; great care to be 
taken not to mar the sheet or rivets. 

39. The threads of all studs, bolts, screw Threads, 
stays, stay bolts and nuts, to be chased with great 

care and skill, to insure uniformity in pitch and 
accuracy in fit. 

All holes which are to receive bolts, screw 
stays, studs or stay bolts, to be accurately centered, 
drilled and tapped, to give a desirable fit and tight- 
ness of the threads. 

The stay bolts, screw stays and studs to be 
entered, screwed in and riveted in a careful and 
workmanlike manner, to insure true and parallel 
surfaces and an equitable distribution of the stress 
upon all of the sustaining members. 

40. All expanding of tubes and nipples shall 
be done in a careful and workmanlike manner, and 
shall be absolutely water-tight under the test pres- 
sure. 

41. The fire, ash and cleaning doors to be Doors, 
fitted air-tight to their seating or bearing surfaces. 

All holes in the lugs for hinges of the doors 
used in the construction to be drilled and reamed, to 
accurately fit the turned pins for same. 
20 



306 



COMPLETE SPECIFICATIONS. 



Pressure Test. 



Paint. 



42. The brick work must be executed in a 
thorough and workmanlike manner, the brick used 
to be strictly first-class in every respect. Outside of 
setting to be laid with stock brick in white mortar ; 
inside, where exposed to heat, to be lined with best 
quality fire brick. 

43. All red bricks to be laid in mqrtar of 
approved quality, and all fire brick to be laid in 
ground fire clay. 

FOUNDATIONS. 

Foundations. 44. The city will furnish complete foundations 

for the boilers, the position in the house to be as 
shown on plans on file in the office of the water 
commissioner, and the space occupied by each bat- 
tery of boilers to be not greater than that shown. 

GENERAL CLAUSES. 

45. The boilers shall be tested by the con- 
tractor with a water pressure of 210 pounds per 
square inch, under which they must be water-tight. 

46. When the boilers shall have been tested to 
the satisfaction of the water commissioner, they 
shall be thoroughly scraped, cleaned, dried and 
painted outside with one coat of linseed oil. 

47. The fire front, fire and ash doors, and 
other cast and sheet iron parts, except grate bars, 
after approval shall be painted in the shop with one 
coat of paraffine varnish, and after erection they 
shall receive another coat of the same. 

Erection. ^g. The contractor shall, at his own expense 

and risk, transport the boilers and appurtenances to 
Bissell's Point, furnish all necessary labor, tools and 
appliances, and erect the same complete, as above 
specified. 

Every possible and necessary care must be taken 
in handling and transporting the boilers, to prevent 
injury of any description to the same. 

49. The contractor shall so conduct his work 
as not to interfere with the operation of any boilers 
under fire, and the disposal of his tools and materi- 
als, during storage and erection, will be subject to 
the approval of the water commissioner. 

50. The contractor shall, at his own cost, make 
good all damages to masonry, buildings or other 
property of the city of St. Louis, occasioned by the 
contractor or his employees in the transportation and 
erection of the machinery. 



SPECIFICATIONS FOR ENGINE HOUSE. 307 

51. The city of St. Louis will furnish space storage, 
within its premises for the reception of the boilers 

and details, but shall not be responsible for the safe 
keeping of the same, nor for damage caused to them 
from exposure or other causes. 

52. The city will remove the old boilers and 
prepare foundations below the f^oor line for new 
boilers, contractors to furnish castings to be set in 
underground flue for smoke connections. 

53. The contractor shall get all finished mate- 
rials on the ground at the earliest possible moment, 
and proceed with the erection of the same as soon as 
notified by the water commissioner. 

The work of erection in place, ready for firing, 
shall be carried on continuously, night and day, and 
the contractor shall provide for that purpose three 
complete erecting gangs. 

If at any time during the erection the water 
commissioner shall be of the opinion that the work 
can be expedited by the employment of additional 
labor or tools, he shall order the contractor to make 
such increase in his working force or appliances as 
he may deem necessary to secure the most rapid 
progress possible; and it is especially understood 
and agreed that if the contractor fails to put the 
requh'ed force at work promptly, that the water 
commissioner shall employ such labor as he may 
deem necessary, and charge the cost of the same to 
the contractor. 

54. The contractor shall bear the cost of mak- 
ing all repairs necessitated by defective materials, 
workmanship or design of the boilers and furnaces 
for the space of one year after the boilers are put 
into regular operation. M. L. H. 

170. Specifications for an Engine House. The 

following specifications for an engine house differ from those 
in the two previous articles inasmuch as they were accompan- 
ied by complete detail drawings. The contracting and surety 
clauses are here omitted, since they would be the same as those 
given in article 168. This engine house covers fhree large pump 
pits, designed for three sets of low service pumping engines, 
and it is entirely without a floor, nearly the entire space being 
occupied by the pits. The walls rest directly upon the natural 
rock, and an electric traveling crane is carried by a track ne.r 



o 



OS COMPLETE SPECIFICATIONS. 



the top of the two side walls, this crane spanning the entire 
opening and running the entire length of the building. The 
side walls, therefore, were made very strong and substantial. 

Work to be j^ Xhe work to be done consists in building 

^°^^' and finishing complete Low Service Engine House 
at Chain of Rocks, St. Louis City Water Works 
Extension. The foundation on which the structure 
will rest is now completed. The work is shown in 
detail on the following drawings: 
No. 1. Elevation of side walls. 
" 2. " end walls. 

" 3. Longitudinal section. 
" 4. Transverse sections. 
" 5. Plan below traveler. 
" 6. " above " 
" 7. Gallery plan. 
" 8. Roof plan. 
" 9. Roof plan for iron trusses. 
" 10. Cut stone courses. 
" 11. Details of stone faced door and window 

openings, terra cotta details. 
" 12. Details of cut stone in cornice, fire walls- 

and brick arches. 
" 13. Details of windows, doors, ceiling and cast 

iron door sill. 
''34. Details of large sliding doors and hangers. 
** 15. Details of door and window frames. 
" 16. Details of sky lights. 
" 17. Details of galleries, stairs, ladders, balcony 

and door sills . 
'' 18. Details of iron trusses. 
*' 19. Strain sheet. 
'' 20. Details of brick cornice, fire walls, etc. 

MORTAR. 

gj^^j^ 2. All sand for mortar shall be clean, sharp, 

coarse, Mississippi river channel sand. 

Cement. 3. AH cement used in the masonry shall be H. 

H. Meier's Puzzolan cement, put up in well-made 
barrels. 

4. It shall be subject to such tests as may be 
necessary to fully determine its character, and any 
cement which, in the opinion of the water commis- 
sioner, is unfit for the work herein specified will be 
rejected. 

5. All short weight or damaged barrels of 
cement, or cement without the maker's brand, will 
be rejected without test. Samples for testing shall 
be furnished at such times and in such manner as 
may be required. On all barrels accepted inspection 
marks will be placed, and the contractor shall care- 



SPECIFICATIONS FOfe ENGINE HOUSE. 



309 



Colored 
Mortar. 



fully preserve these marks and not allow them to be 
imitated. 

6. All cement for use on the works shall be 
kept under cover, thoroughly protected from moist- 
ure, raised from the ground — by blocking or other- 
wise — and dry until used. The contractor shall 
keep in storage a quantity of accepted cement suffi- 
cient to insure the uninterrupted progress of the 
work. 

7. Cement may be reinspected at any time, 
and, if found to be damaged or of improper quality, 
will be rejected. All rejected cement shall at once 
be removed from the line of work. 

8. All mortar used in the masonry shall be Mortar, 
cement mortar, and shall be made of three parts of 

sand and one part of cement, each of the quality 
above specified. All mortar shall be made fresh 
for the work in hand, and any mortar which has 
begun to set shall not be used. 

9. All brick in outer face of walls shall be laid 
in mortar, colored with a red mortar stain that is 
even in color and durable, and approved by the 
water commissioner. 

STONE MASONRY. 

10. The base, ashler and water table courses G^^^'^'tc* 
shall be of Missouri red granite, sound, free from 
discolorations, and of even color. All visible rock 

face shall be free from drill-holes or tool-marks. 
Base course and water table shall be six-cut work, 
ashler course, rock face. 

11. Base course shall be 12 inches high, 8^- 
inch bond, with 4-inch by 4-inch chamfer on top. 
Ashler course shall be i foot 43^ inches high, 13- 
inch bond on the setting bed and 8^ inch bond on 
the top bed, and cut for iron anchors. Water table 
shall be 7^ inches high, 6-inch bond, cut for iron 
anchors and chamfered on top as shown. The 
ashler and water table course shall be anchored to 
the brick backing with tarred wrought iron anchors. 

12. All of the granite work shall be laid in the 
most workmanlike and substantial manner, with even 
and equal joints, ^ inch thick. Each stone must 
have perfect and level beds. All joints shall be 
pointed well and neatly with pointing mortar, col- 
ored red. Pointing joints must show equal size 
throughout, and be struck with pointing tool and 
straight edge. 



310 



COMrLETE SPECIFICATIONS. 



13. Eight stones, 2 feet o Inches by 15 inches 
by 18 inches, and ten stones, 2 feet o inches by 14 
inches by 15 inches, shall be furnished and set as 
directed, to be used as bed stones for roof trusses; 
said stones shall be of granite, sound in all respects, 
top and bottom beds dressed true and level. 
Sandstone. j^^ Window sills, sill courses, belt course, 

coping, pediments, range work around door and 
window openings, and all cut stone work above the 
water table, shall be of Lake Superior red sand- 
stone ; fine Crandall finish, laid with equal and even 
5^ -inch joints in full beds of mortar. All joints 
shall be without chipping and beds of stone level 
and perfect. Spalls shall not be used in leveling 
any portion of the work. Window sills shall be cut 
with drips and seats, the seats not being cut to exact 
size until after the frames are set. 

15. All the sand stone work shall be cut and 
set in the very best manner, and the whole cleaned 
down perfectly, and pointed with red pointing mor- 
tar, with concave joints, and backed up as soon as 
set. 

16. The stone must be perfect in all respects, 
even color, free from all defects or pockets. 

17. In cleaning down the work, care must be 
taken that the joints are rubbed to a level surface. 

Limestone. i^« The stone bed course for the track of the 

crane shall be made of lime stone from approved 
quarries, dressed smooth on top bed, bush-hammered 
on face, and with true and parallel beds. This 
course shall extend the entire length of the building 
on each side, and it shall be 14 inches wide and 8 
inches high, set in a swimming bed of cement mor- 
tar. When set same must be leveled perfectly ^ the 
entire length of the building, taking each side out of 
wind with the other. Special care must be exer- 
cised in cutting and setting this course. See detail 
sheet No. 20. 

BRICK WORK. 



Brick, i^, All the exterior faces of the walls, jambs, 

etc., shall be executed with even-colored dark red 
and hard brick. All other portipns of the brick work 
executed with strictly red and hard quality. Light 
red brick shall not be used in any portion of the 
building, nor will salmon or defective brick be 
allowed in any part of the walls or on the premises. 



SPECIFICATIONS FOR ENGINE HOUSE. 311 

20. Brick in exterior of walls shall be laid in Face Walls. 
red mortar, with even and full bed and end joints, 

struck with a concave tool, as the work progresses. 

21. The standard height for laying all brick Height of 
shall be 2 courses to 5 inches, unless otherwise o^^'se^- 
ordered by the water commissioner. 

22. Figured thickness of walls will govern. Thickness of 

o o Walls. 

23. The brick in every fifth course shall be Bond, 
headers, and face work shall be laid to bond with 
Flemish bond headers, as directed by the water 
commissioner, during the progress of the work. 

The different courses shall be slushed, and all 
joints thoroughly lilled with cement mortar. 

All courses shall be laid to a Ime, front and 
rear; plumb, true, straight and level. 

24. All arches shall be turned with arch-brick. Brick Arches, 
ground to proper radiating lines, and the face of 

same shall be laid, alternately, 8^ inches and 4^ 
inches, and backed up with row locks laid with shove 
joint. All jambs shall be returned and neatly 
pointed. All arches shall be full depth of wall. Turn 
brick arches over seats of each truss, as shown on 
sheet No. 18. 

25. Brick must be thoroughly wet before lay- ■^°^'^ ^^'*^- 
ing, if required. Stone walls shall be well swept 

off and sprinkled with water before any brick is laid 
on them. 

26. Cut a sufficient number of recesses through Notches in 
the stone foundation walls for passage through same 

of the copper down-spouts, and build them in with 
stone work, as shown on sheet No. i. 

27. All frames, anchors, wood, bricks, etc.. Setting Cut 
that are necessary shall be built in. Wa"erTaWe. 

28. All cut stone above the w^ater table shall 
be set, and the walls carefully leveled for the recep- 
tion of the iron trusses. After the walls are built all 
sills shall be under-pinned with red mortar. 

29. . All necessary wood plates for the fasten- 
ing of tin flashing shall be built in. 

30. All terra cotta shall be bonded firmly to the ^^oJ"f ^^"^ 
brick work and neatly pointed with red mortar at 
completion. 

31. Two iron I beams shall be built in and ^'"" ^ ^«^™'»- 
covered with a ^-inch plate, where shown on sheet 

No. 3, in the side wall over the traveler off-set and 
above the circle head windows, leaving the wall open 
on the under side, so that the traveler can be carried 
through this opening. After traveler has been set 



312 



COMPLETE SPECIFICATIONS. 



Cleaning 
Down. 



in position the opening shall be closed up with brick 
work, leaving the I beams in the walls, but not 
exposed. 

32. All exterior brick walls shall be cleaned of 
all dirt and mortar stains at completion. 



Moulds. 



Fitting. 



TERRA COTTA. 

Quality. j^. All the terra cotta letters and border around 

same, on east and west walls, to be hard burned, 
best quality red, even in color, and of designs and 
dimensions shown, free from "flashing" or warp- 
ing. 

34. The letters shall be first modeled and a 
plaster mould made, and from the mould the letters 
shall be pressed. 

35. After terra cotta has been burned it shall 
be laid out and carefully fitted and shaded and 
trimmed if necessary, after which each piece shall be 
lettered to correspond with a setting plan which 
shall accompany the delivery of all terra cotta. The 
details for the terra cotta will be found on sheet No. 
II. 

How Set. 36. All terra cotta to be set in putty, colored 

to match, and properly bonded to the brick backing. 
The bricklayers shall set all terra cotta. 

COPPER W^ORK. 

Down-Spouts. 37. Four lo-inch square down-pipes, i6-ounce 

copper, to lead water from roof and connect same 
with sewer, shall be furnished in place. Each down- 
pipe shall have square copper head of 20-ounce 
copper, and moulded copper bands of double thick- 
ness of i6-ounce copper placed not more than 4 feet 
apart, and secured with 3-inch copper holdfasts, 
with rosette heads. 

Gutters, etc. 38. Gutters shall be formed with roofing tin 

of form and size shown on drawings for same, and 
constitute a part of the roof-covering, and graded so 
as to carry the water from the center to the four 
corners of the building and open into the copper 
down-spouts. Tin gutters shall be carefully flashed 
and counterflashed into the brick fire-walls, " and 
nailed to wood strips provided for said flashing, as 
provided for in clause No. 44. 

Finlalt. 3Q. The copper finials for the skylights shall 

be furnished and secured in place. 



SPECIFICATIONS FOR ENGINE HOUSE. 



313 



Gutters and 
Flashinsr. 



40. Copper drip strips, i^ inches wide, i ^"^'P- 
inch to project into the mortar joint, and ^ inch to 

be exposed and bent to an angle of 30°, as shown 
on detail sheet No. 12, shall be furnished the brick- 
layers on the scaffold. 

TIN. 

41. The roof shall be covered with roofing 
plates, standing seam, with joints well tacked, 
anchored and soldered, using rosin as a flux, and 
8-pound soldering coppers, and tin well and closely 
cleated to roof. 

42. The roofing plate used shall be Scott's IX Tin Plate 
extra coated American roofing tin plate, and must 

bear a coating of not less than 36 pounds to the box, 
and must be fully guaranteed, with the maker's 
name stamped in each sheet, and each sheet must 
be coated in perfect uniformity and free from 
"wasters." 

43. The gutters shall be lined with Scott's IX 
roofing tin, flat seam, and shall conform to the 
gutter plan as shown on sheet No. 8, and shall be 
carefully flashed against the brick fire-walls, and be 
firmly nailed to the wood flashing strips, after which 
all of this gutter flashing must be well and carefully 
counterflashed. 

44. The wood flashing strips shall be built 
into the brick fire-walls 8 inches above the wall 
edge of gutter at center of roof and 24 inches above 
at each of the four corners. 

45. The flashing around the skylights shall 
extend against and 8 inches up the wood skylight 
frame, and shall be finished before the carpenter 
lays the base. 

46. Tin shall be painted, before being laid, ^p!,"„'^^°^^ 
with two coats of the best quality of iron oxide, 
ground in pure linseed oil, on the under side, and 
must be perfectly dry before laying; and that part 
of the roof covered with tin shall have two layers of 
heavy straw building paper laid over sheathing 
boards before putting down the said tin. Each 
layer of paper to overlap and be fastened down 
smooth and flat, and to be kept free from moisture. 
(See clause No. 51.) 



Skylight 
Flashing-. 



Paper. 



LUMBER. 



47. All the lumber used in the construction of 
the building shall be graded as follows: 



314 



COMPLETE SPECIFICATIONS. 



Carpenter 
Work. 



Mill Work. 



Quality. 



Roof. 



Purlins — 4-inch by lo-inch, yellow pine, long 
leaf, surfaced three sides and stub moulded. 

Lower Roof Sheathing — 1% inches by 4 inches, 
tongued, grooved and beaded on under side, "B" 
select, surfaced one side. 

Upper Roof Sheathing — "/^ inch by 8 to 10 
or 12 inches No. i ship lap, surfaced one side. 

Skylight Frame — Posts aud plates, oj^ in. x b}4, in- yellow 
pine No. 1. 
" '* Rafters, 4 in. x 4 in. yellow pine No. 1. 

" '' Nailing girths, 2 in. x 6 in. white pine No. 1. 

" " Ontside easing, % in. "B" select. 

*' " " base, 13^ in. ''B" select. 

" " Inside easing, % in. "B" select. 

" " " lining, % in. x 4 in. beaded white 

pine, "C" select. 
" " Plinth and base blocks, 1}4 in. "B" select. 

Flashing strips — 2 in. x 4 in., No. 1 white pine. 
1st gallery floor girders. — 3 in. x 8 in. and 2 in. x 6 in. No. 1 

long California yellow pine, surfaced three sides. 
1st gallery floor. — 1}4 in. x 3 in., first and second yellow 

pine, tongued and grooved.* 
Tread board — 2 in. x 12 in. white oak. 
Window frames — "B" select. 
Sash— "A" select. 
Doors — "B" select. 

48. All lumber must stand strictly on grade, 
kiln dried, free from large loose knots, sap, shakes, 
rot, stain or any other defects foreign to their 
respective grades. 

CARPENTER WORK. 

49. The roof shall be covered with two courses 
of sheathing. The lower sheathing shall be white 
pine, tongued, grooved and beaded, and shall be 
13^ inches thick by 4 inches wide; under side 
dressed and smoothed at the bench to a perfect 
smooth surface, and fastened to place and left free 
from hammer-marks or other defects. Upper 
sheathing shall be \ inch by 8, 10 or 13 inches wide. 
No. I ship lap, laid diagonally, and nailed to the 
lower sheathing. Care must be taken that nails 
shall not go through the lower sheathing; the nailing 
to be in the purlins. 

50. All purlins shall be 4 inch by 10 inch long 
leaf yellow pine, surfaced three sides, stub moulded, 
dry, sound and straight grained. They shall be 
spaced on centers, as shown on detail sheets Nos. 
18 and 9, and secured to upper cord of truss by 
angles and bolts, as detailed. 

* There is no floor proper in the building — only a narrow gallery 
around the sides. Author. 



SPECIFICATIONS FOR ENGINE HOUSE. 315 

51. .Cover the entire roof with two (3) hiyers 
of heavy straw building paper, laid over the ship lap 
sheathing before putting down the tin. Each layer 
of paper to overlap and be fastened down smooth 
and flat, and to be kept free from moisture. This 
work shall be performed by the carpenter, under the 
direction of the tinner, and laid in such sections only 
as required to keep in advance of the tinners. The 
upper sheathing, paper and tin shall be laid as fast 
as the lower sheathing is nailed in place, so as to 
protect the ceiling at all times from the weather. 

52. Skylights shall be three (3) in number, Skylights. 
and framed in accordance with details for same, as 
shown on sheet No. 16 (this sheet shows details for 

the two. end lights only ; the center light shall be of 
same construction, but of sufficient length to reach 
the distance of two truss centers, as per longitudinal 
elevation and roof plan). The principal posts shall 
be of 55^ inch by 5^2 inch yellow pine, and shall be 
fastened to purlins with wrought iron anchor straps 
firmly bolted to both purlins and posts. The upper 
end of all posts shall be tenoned. 

53. Wall plates shall be 5^ inch by 5^4 inch 
yellow pine, and mortised to fit the post tenons, 
and all fastened together with strap iron anchors 
and bolts. 

54. The hip rafters shall be made of 4 inch by 
4 inch yellow pine and dressed four (4) sides, and 
shall be backed same as for wood sheathing, and 
upon the top of plates between heels of rafters 
spike a triangular strip of wood secured rigidly to 
the plate to receive the thrust of the skylight bars. 
The center cage shall have the necessary rafters 
shown on sheet No. 8, and be firmly bolted at ape^ 
through a ridge piece of 2 inch yellow pine, top edge 
of ridge beveled. 

55. Nailing girths shall be 2 inch by 6 inch 
white pine, No. i, and be firmly spiked to the 
framing. 

56. The outside shall be cased up with ^ inch 
"B" select, to form the finish above the base. A 
baseboard oi 1% inches thick, "B" select, beveled 
on top edge, shall run around the entire frame and 
be firmly nailed to the casing. See clause No. 45. 

57. The inside shall be trimmed by casing up 
the posts with yi ii^ch thick "B" select, fluted and 
nailing on plinth and base blocks as show'n. The 
inside below the window stool shall be ceiled with 



316 COMPLETE SPECIFICATIONS. 

^ inch X 4 inch beaded "B" ceiling, nailed on diag- 
onally, with the nails countersunk and finished at the 
bottom with a 2-inch band mould. 

58. (For specifications of skylight roof, see 
clause No. 112.) 

Ceiling. ^^^ The roof ceiling shall be finished by run- 

ning a mould along the truss and purlins, forming 
the different panels, as per detail sheet No. 13. 

Gallery ^q 'pj-jg floor of lower gallery shall be made 

Floor. . , . in J 

oi 1^2 inch by 3 inch tongued and grooved first and 
second yellow pine in continuous lengths. It shall 
be blind nailed to girders and the nailing joist. 

61. The nailing joist shall be 2 inch by 6 inch 
No. I lo3g leaf yellow pine, and in continuous 
lengths from bracket to bracket and bolted to chan- 
nel bar. 

62. The floor girders shall be 3 inch by 8 inch 
No. I long leaf yellow pine, surfaced three sides, 
notched on brackets. All joints shall rest on 
brackets. 

Centers ^^^ 'pj^g carpcntcrs shall furnish all centers 

Templets, O , , ,, -i i i 

etc. and templets, and shall put up and take down same. 

The centers and templets shall be made in a proper 

manner, strong and well braced. 

Frames. 64. The Carpenter shall set all frames, and 

verify their plumb after the brick arches are turned. 

MILL WORK. 

Frames. 65. Window framcs below the traveler shall 

be solid frames for top and bottom pivoted sash, and 
shall be made of form and dimensions called for by 
the drawings. The lumber used in their construction 
shall be clear, dry, and sound Wisconsin white pine, 
"B" select, free from knots or sap. Faces of all 
frames shall be moulded as per detail. 

66. All frames shall be given a heavy coat of 
paint all .around, including back of jambs, and shall 
be set perfectly plumb ; and the sill shall rest on a 
bed of cement mortar, j^ inch higher on the inside, 
so as to make a water tight joint. Casings, mul- 
lions, transoms, etc., shall be moulded as shown on 
details. The frames shall be put together in a 
strong manner, well and closely nailed, and the 
stop-beads fastened with 1 3^ -inch blued round- 
headed screws. All the lumber in frames shall be 
Wisconsin white pine, "B" select, as above 
specified. 



SPECIFICATIONS FOR ENGINE HOUSE. 317 

67. The frames shall be provided with moulded 
stool, terminatinc^ with mould against plaster. 
Mullions and jambs shall be cut down square on 
stone seats. 

6S. Stiles, heads, mullions and transoms shall 
be solid. All circular portions of frames shall be 
worked in the solid and put together with white 
lead, so as to break joints throughout, and firmly 
spiked. A 2 inch by 4 inch bond strip shall be 
spiked to all frames (except the two door and the 
two large window frames), extending from sill to 
spring of arch for anchoring same to brick backing. 
The heads of frames shall have wood blocks of 2 
inch by 4 inch by 8 inche nailed to same and spaced 
a distance of iS inches on centers. 

69. The two door and window frames above 
mentioned shall be anchored to the brick backing 
with wood blocks of bone dry white pine 4 inch by 
12 inch by 12 inch, built in the brick work, and 
spaced as shown on detail sheet No. 11. The 
frames shall be bolted to same with % inch by 8 
inch lag screws. The frames shall fit in a recess of 
one inch in the brick work. 

. 70. Inside mould and stools will not be nailed 
in place until plastering is perfectly dry. 

71. Two iron dowels shall be placed in the 
bottom of each jamb and mullion. The dowels 
sh'all be of i-inch round wrought iron, and sunk ij4 
inches in stone sill. 

72. All frames above the traveler shall be 
solid frames for side pivoted sash and for 13-inch 
walls, and shall be made of "B" select. 

73. All window sashes shall be of the form Sash, 
and dimensions called for by the drawings. The 
lumber used in their construction shall be clear, dry 

and sound Wisconsin white pine ("A" select), free 
from knots or sap. 

74. All sash shall be moulded and rebated 2^ 
inches thick, and divided into lights as shown. 
Each sash shall be neatly fitted and properly hung 
with Wollensak's plain bronze sash centers. No. 144, 
and shall be secured with bronze cupboard turns, 
and provided with casement rods or shutter holders. 
No. 8020, p. 1876, "Simmons." 

75. All transom sash that are fixed shall be 
closely fitted and secured in place with heavy coat 
of white lead in the stop joints, so that all joints 
shall be water tight. 



318 



COMPLETE SPECIFICATIONS. 



DoorFrames. 



Doors. 



76. Skylight sash shall be 2j^ inches thick, 
and divided as shown on sheet No. 16, center piv- 
oted and made water tight. 

77. The door frames at each end of the build- 
ing shall have rebated solid plank frames, beaded 
and moulded on outer face to match window frames. 
They shall be built in same manner as specified for 
window frames, using "B" select, and shall be 
secured to brick work in the same manner as speci- 
fied for other frames. The frame for the double 
door, south end, shall be rebated for 2^ inch doors, 
and shall have a transom bar 3^^^ inches thick. The 
single door at north end shall be made without tran- 
soms and shall have i^ inch rebate. 

78. The doors at the south end shall be double, 
and each door shall be hung with four 6 inch by 6 
inch real bronze butts, rebated at center joint and 
beaded. 

The doors shall be 2 3/ inches thick and 



79- 



made of dry "B" select, with stationary sash divided 
in lights as shown ; lower portions of the doors shall 
be paneled and moulded as shown by detail sheet 
No. 13; the panels shall be made of tongued and 
grooved ^ inch "B" select, 2 inches wide, with all 
joints beaded and driven up in white lead. 

80. The ^'higle door in the north end shall be 
made of "B" select, 1% inches thick. It shall have 
stationary sash panels, and be built as specified for 
south door. 

81. Doors shall be secured with mortise locks, 
rebated for double doors, bronze knobs, plates and 
trimmings, and flush spring bolts, top and bottom of 
real bronze. 

S2. The sash in all doors and transoms for 
same shall be as specified for the window sash, 
and the transom sash pivoted and hung with the 
same kind and quality of hardware. 

83. The large sliding doors shall be made of 
the same quality of lumber as specified for i.he small 
doors, and in two thicknesses of i J^ inches each, mak- 
ing a total of 3^ inches, framed srpnrately, and put 
together with white lead, and firmly sciewed up 
with 3 inch screws, countersunk; they shall have 
tenoned stiles, rails and muntins ; all tenons shall be 
double pinned with ^ inch white oak pins, and all 
shall be bolted together with iron rods, as shown by 
dot lines on detail sheet No. 14. The panels shall 



SPECIFICATIONS FOR ENGINE HOUSE. 



3.1D 



Oak Brace 
Frame for 
Larg^e 
Doors. 



be made of tongued and grooved "B" select, 2 inches 
wide and beaded both sides. 

. S4. Small swing doors shall be framed into 
each large door, making four in all. They shall be 
hung with three (3) 4 inch by 4 inch real bronze 
butts, and fitted with Yale mortise locks, with keys 
to pass. 

85. Each pair of the large sliding doors shall 
have wrought iron drop bars, made of 2 inch x ^ 
inch iron, bolted at one end and made to drop into 
a hook at the other ; with a turned iron hand lift as 
shown on detail sheet No. 14. 

86. An oak brace frame for each door opening, 
having form, size and radius as shown on detail 
sheet No. 14, rounded on each edge, shall be secured 
to the brick work with expansion bolts, in the most 
substantial manner, and framed into a girder made 
of i^ inch by 7^ inch oak, of length equal to the 
run of both doors, and firmly bolted to the wall with 
bracketed bolts, as detailed. All to be put in posi- 
tion before plastering, in the most careful and sub- 
stantial manner. 

HARDWARE. 

87. The numbers and pages given for hard- Windows. 
ware refer to Simmons' Catalogue. 

88. All pivoted windows shall be hung with 
Wollensak's plain bronze sash centers. No. 144, 
and secured with plain bronze cupboard turns, No. 

^535- P^S^ ^^5^? ^^^ ^^^^ bronze casement stays, 
No. 8020, page 1876. Pivoted transoms shall be 
fitted with similar sash centers, and with Payson's 
solid grip transom lifts, real bronze, ^ inch by 6 
feet, No. 0336. 

89. All doors, except large sliding doors, shall Doors, 
be hung with butts, and fitted with Yale mortise 
locks and keys to pass, and top and bottom bolts for 

the double doors. 

90. The two double doors in south end 
shall each be hung with four 6-inch by 6-inch real 
bronze butts, and fitted with rebated mortise Yale 
lock, plain bronze, for 2^ Inch door, with keys to 
pass, and real bronze extension flush bolts, plain,- 
same as Yale pattern No. 788E., B. 34, page 1675. 

91. The single door in north end shall be hung 
with four 6-inch by 6-inch real plain bronze butts, 
and fitted with lock for i^ inch door of same kind 
as specified for double door. 



320 COMPLETE SPECIFICATIONS. 

92. The four small swing doors that are built 
in the large sliding doors shall each be hung with 
three (3) 4 inch by 4 inch real plain bronze butts, 
and fitted with lock as specified for the north door. 

Finish. 93. The finish of all hardware shall be real 

plain bronze throughout, and all locks shall be Yale, 
with keys to pass. 

Iron Work 94. Construct for the two sets of large sliding 

Doors. '"^ doors a hanger and track as per detail sheet No. 14. 
The hanger shall be made of wrought iron 11 inches 
wide and ^ inch thick, bent to correspond with 
profile shown, and fitted with a steel track-wheel, 
turned with a groove, and necessary bearings. The 
hanger shall be firmly bolted to the doors with 
heavy screw-bolts, as shown. 

95. The track for above hanger shall be made 
of steel Z bars, 4.72 pounds per foot (Carnegie 
catalogue No. 295), with the short flange ground to 
fit groove in wheel, and the large flange firniJy 
bolted to oak girder. The track shall be equal to 
the run of both doors. These doors must be made 
to run easy and work perfectly. 

PLASTER. 

96. The side and end walls from the stone 
foundation to the top of the brick walls in the inside 
of the building, including window^-jambs and stools, 
shall be plastered with Acme plaster, and given a 
granulated finish with white sand, applied according 
to the directions of agent. All w^alls shall have 
straight, true surfaces, angles plumb, jambs and 
stools plastered. Walls shall be laid off to repre- 
sent stone courses, as directed. Joints shall be 
marked off when plaster is green, and shall be }^ 
inch throughout, and cut with clean edges, the joints 
to continue around window-jambs and to be struck 
to represent arch stones over openings. 

97. A plaster base and wainscot moulding 
shall be made around the building of height shown, 
base 12 inches by i inch, chamfered on top; wain- 
scot cap, 5 inches by i inch, moulded and cham- 
fered top and bottom, as shown on sheets Nos. 3 and 4. 

PAINTING AND GLAZING. 

98. The contractor shall furnish all material 
and perform all labor necessary for the proper paint- 
ing of the building. All sap, knots, etc., of the 
wood-work shall be covered with a good coat of 
strong shellac before priming. 



SPECIFICATIONS FOR ENGINE HOUSE. 



321 



99. All wood-work to be painted shall be 
primed with French ochre and boiled linseed oil, 
and all iron-work shall be primed with oxide of iron 
and boiled linseed oil. All holes and cracks in the 
wood-work shall be puttied and stopped on the 
primino^ coat, and again before applying the last 
finishin": coat. 

100. All outside wood-work, usually painted, 
shall have four (4) coats of pure white lead, ground 
in linseed oil, and mixed with pure boiled linseed 
oil. The exterior of all frames, doors, sashes, sky- 
lights, etc., shall have the last two (2) coats in 
colors, as directed by the water commissioner. 

loi. All tin and galvanized iron shall have, 
after completion, three (3) coats of Dixon's Silica 
Graphite paint, thinned with pure boiled linseed oil ; 
each coat shall be allowed to dry thoroughly before 
the next is applied. Each coat of paint on the tin 
roof must be of a different shade, and each shade 
shall be approved by the water commissioner. 

102. All of the inside wood-work, including 
sash, doors and frames, etc., shall be painted four 
(4) coats of pure white lead, ground in oil, and 
mixed with pure boiled linseed oil, brushed on 
smooth and even, and grained a perfect oak on the 
last coat, after which it shall receive a heavy coat of 
coach varnish, evenly flowed on and left in the 
gloss. 

103. The ceiling, including purlins, skylights, 
etc., shall be painted with four (4) coats of paint of 
quality specified above, and of such colors as the 
water commissioner may direct, and each suc- 
ceeding coat must be of a different shade, as per 
direction of the water commissioner. 

104. The first gallery floor shall receive four 
(4) coats of pure boiled linseed oil, and the floor 
girders shall be painted to match the iron channel 
bar and brackets. 

105. All iron and steel work before leaving 
the shop shall be thoroughly cleaned from all loose 
scale and rust, and after inspection be given one 
good priming coating of pure, raw linseed oil and iron 
oxide, well worked into all joints and open spaces. 

106. In riveted work the surfaces coming in 
contact shall be painted before being riveted together. 
Bottoms of bed-plates, bearing-plates, and any parts 
which are not accessible for painting after erection, 
shall have two coats of paint. 

21 



Priming. 



Outside 
Wood-work. 



Tin and 

.Galvanized 

Iron. 



Inside 
Wood -work. 



Ceiling. 



Wood Floor. 



Iron Work. 



322 



COMPLETE SPECIFICATIONS. 



Worlcman- 
ship. 



Glazing. 



Manufacture. 



Bars. 



Gutters. 



107. After the structure is erected the iron 
work, both wrought and cast, shall be thoroughly 
and evenly painted with three additional coats of 
paint, of quality specified for the wood-work, mixed 
with strictly pure linseed oil, and each succeeding 
coat shall be of a different shade, and each shade 
must be determined and approved by the water 
commissioner. 

loS. The painter must see that all wood-work 
is perfectly clean before priming or painting, and 
putty up all nail heads and other defects, and sand- 
paper smooth and perfectly prepare all wood before 
applying a second coat. The whole of the painting 
work throughout to be done in the best and most 
workmanlike manner, and all paint and varnish spots 
must be cleaned off the glass, walls and galleries at 
the completion of the w^ork, and all left clean and 
perfect, without exception. 

109. All paint must be mixed at the building, 
and under the direction of the water commissioner, 
except the priming for the iron work. 

1 10. All of the glass throughout shall be 
American, double thick, perfectly free from any 
blemish, flaw or defect. All shall be set in oil 
putty, carefully tacked with tin glazing tacks, and 
back puttied. 

111. All glass to be cleaned after glazing, and 
again after painting sash. 

SKYLIGHT ROOFS. 

112. The skylight roofs used on this building 
shall be of the Vaile & Young patent, and shall be 
adapted to the wood cage construction, as detailed 
on sheet No. 16. 

113. The bars shall be of galvanized iron, 
except the parts exposed to the weather, which shall 
be of 20-ounce copper, and the said bars must be 
rigid enough to support the glass without deflection. 
The apex shall not be finished to a point, but shall 
be fitted to the square of the size of the copper finial, 
and said finial shall fit over the apex and cover all 
joints. This finial shall be made of i8-ounce cop- 
per and furnished with the skylights. 

114. All bars not resting on rafters shall be 
wrought iron, encased with galvanized iron. 

115. All skylights shall have hanging gutters 
of 2Q-ounce copper, with a fall to one corner, and 



SPECIFICATIONS FOR ENGINE HOUSE. 



323 



from this corner the water shall be conveyed to the 
main roof by means of a copper down-spout, which 
shall be furnished with the skylight. 

ii6. All glass used in the skylights shall be 3/^ 
inch thick and ribbed. It shall be furnished by the 
manufacturers of the skylights, and it shall be set 
with special care, and under rigid inspection, and 
shall be of a continuous length. 



Glass. 



ROOF TRUSSES. 



117. The castings shall be made from a Cast iron, 
superior quality of iron, tough and of even grain, and 

must conform in shape and dimensions to the draw- 
ings. Castings must be clean and perfect, without 
flaw or sand holes or defects of any kind. 

118. With the exception of the bearing plates. Soft Steel. 
the roof trussing shall be of soft steel throughout. 

119. The steel must be uniform in character. 
The finished parts must be free from cracks on the 
faces or corners, and have a clean, smooth finish. 
No work shall be put upon any steel at or near the 
blue temperature, or between that of boiling water 
and of ignition of hardwood saw-dust. 

120. All tests shall be made by samples cut 
from the finished material after rolling. All broken 
samples must show uniform fine grain fractures of a 
blue, steel grey color, entirely free from a fiery luster or 
blackish cast. Soft steel shall have an ultimate 
strength of 54,000 to 62,000 pounds per square inch; 
an elastic limit not less than 30,000 pounds per 
square inch, and a minimum elongation of 25 per 
cent, in 8 inches. 

Before or after heating to a light yellow heat 
and quenching in cold water, this steel must stand 
bending 180 degrees to a curve, whose inner radius 
is equal to the thickness of the sample, without sign 
of fracture. 

121. Specimen pieces of a size and form suit- 
able for the testing machine shall be cut from any 
plate, angle or bar, when directed by the water 
commissioner. 

122. If any specimen shall not conform to 
above requirements, all the material of the same 
form and manufacture as the piece from which this 
specimen was taken will be rejected. 

123. All rivets shall be made of soft steel, and 
the steel for rivets must, under the above bending 



324 



COMPLETE SPECIFICATIONS. 



test, stand 
fracture. 



closing solidly together without sign of 



Finish. 



Planed. 



Punching. 



Rivet Holes. 



Specimen Bars. 1 24. For all material taken by the water 

commissioner for testing there will be added to the 
final estimate the following prices, viz. : 

For all steel, the sum of five cents per pound. 

For all cast iron, the sum of three cents per 
pound. 

All broken material to belong to the party of 
the second part. 

125. The workmanship and finish throughout 
shall be thorough and of the very best, and any piece 
or part, however perfect it may be in other respects, 
if defective in workmanship, will be rejected. 

126. That part of the bed plate on w^hich rests 
the three eighth inch bottom plate of the truss shall 
be planed or faced to a true plane surface. All 
abutting joints in top and lower chord shall be 
planed or faced. 

127. In punching rivet holes, the diameter of 
the die shall in no case exceed the diameter of the 
punch more than one sixteenth inch, and all holes 
must be clean cut, without torn or ragged edges. 

128. All rivet holes shall be so accurately 
spaced and drilled or punched that when the several 
parts are assembled a rivet one-sixteenth inch less in 
diameter than the hole can be entered hot into any 
hole without straining the iron by drifting. Occa- 
sional variations shall be corrected by reaming. 

129. Whenever possible, all rivets must be 
machine driven. The rivets, when driven, shall 
completely fill the holes. The rivet heads shall be 
round and of a uniform size throughout the work. 
They shall be full and neatly made, and be concen- 
tric with the rivet holes, and thoroughly pinch the 
connected pieces together. The several pieces form- 
ing one built member must fit closely together, and 
when riveted shall be free from twists, bends or 
open joints. The angle irons forming the top chord 
must be bent at the different panel points to the 
proper angle. The lower chord shall have sufiicient 
camber to allow for the deflection of the loaded 
truss. 

130. All bolts and nuts to be made from the 
best quality of soft steel. The nuts to be hexagonal 
and the heads square. Heads, nuts and threads to 
be standard size. All bolts shall have a washer 
under the heads or nuts, where in contact with wood^ 



Rivet Work. 



Bolts and 

Nuts. 



SPECIFICATIONS FOR ENGINE HOUSE. 325 

131. All rods with screw ends shall be upset Upset Ends, 
at the ends so that the diameter at the bottom of the 
threads shall be one sixteenth inch larger than any 

part of the body of the bar. 

132. All the angles, filling and splice plates Angles, etc. 
must fit at their ends to the flange angles sufficiently 

close to be sealed, when painted, against the admis- 
sion of water, but need not be boat finished. 

12^. To support and hold purlins in place, short Fastening and 

r 1 • / • 1 1 z' • 1 1 X • 1 Supporting 

pieces of angle iron 3^ mches by 6 mches by ^ mch Purlins, 
shall be riveted to principals with two ^-inch rivets, 
and purlins shall be fastened to them by ^-inch 
bolts. The contractor shall furnish all bolts, each 
with one cast iron washer. 

134. All the bed plates under fixed and sliding Bed Plates , 
end must be fox-bolted to the masonry with i}^ chors. 
inch bolts. The contractor must furnish all bolts, 

drill all holes and set bolts to place with cement. 

IRON GALLERY, LADDERS, ETC. 

135. The galleries shall consist of three differ- 
ent sections, as follows: 

1st. A lower or first gallery. (Sheet No. 7.) 
2d. An upper or second gallery. (Sheet No. 7.) 
3d. A balcony gallery. (Sheet No. 4.) 
Details for above galleries will be found on 
Sheet No. 17. 

136. The first gallery shall extend around the ^'''S' Gallery. 
entire building on a level with grade (El. 115), and 

shall consist of brackets, railing, chains, posts, and 
wood floor. 

137. The wood floor shall be 4 feet and 2 
indies wide and made oi i}^ inch thick by 3 inch 
wide yellow pine flooring, and shall rest upon two 
girders and one channel bar, and both girders and 
channel bar shall be supported by cast iron brackets. 
The channel bar shall be 6 inches high, weighing gj4 
pounds per lineal foot, and to this channel shall be 
bolted yellow pine nailing joists 2 inch by 6 inch ; 
the bolts shall be 3/^ inch, with round head, nuts 
and washers, and shall be spaced three to each 
panel. The two yellow pine girders shall be 3 inch 
by 8 inch and notched so as to seat on the top of 
brackets. 

138. Brackets shall be cast, according to detail, 
showed on sheet No. 17, and shall be firmly bolted 
to the stone-mason work with i inch by 10 inch ex- 
pansion bolts, at top and bottom of each bracket. 



326 



COMPLETE SPECIFICATIONS. 



Upper or Sec- 
ond Gallery. 



Stairs. 



The stone walls must be recessed siifHciently to give 
an even bearing for the backs of all brackets. 

139. Railing shall be made of gas pipe and 
suitable fittings connecting same, made in accord- 
ance with details. Top and bottom rails shall be i^ 
inch and 2 inch gas pipe; intermediate rails, i}^ 
inch gas pipe ; principal posts 2}4 inch, and inter- 
mediate posts 2 inch diameter cast iron. 

140. At the angle where the stairs commence 
this first gallery shall be constructed, on a radius, as 
shown on gallery plan, sheet No. 7, to make room 
for said stairway. A round hole must be made in 
this floor to suit stair column. 

141. Suitable chain fastening gates shall be 
provided at all openings in gallery with suitable 
hooks, etc., chain to be of wrought iron j4 inch in 
diameter. There shall be two chains at each open- 
ing. See sheet No. 7. 

142. The second gallery shall extend across 
south end of building, and terminate at one end 
with a spiral staircase, and shall consist of brackets, 
channels, railings, post and floor. The brackets 
shall be cast as per detail, shown on sheet No. 17, 
(scale, ^ inch), and fastened to brick work by an 
expansion bolt at the foot and a bearing plate, at the 
head. Upon these brackets shall rest a six inch 
channel bar weighing ^j4 lbs. per lineal foot, and 
another bar of same size and weight shall be fastened 
to the brick work by expansion bolts. Upon these 
two channels the cast fioor plates shall take their 
bearing. The railing, posts, etc., shall be made the 
same as specified for the first gallery. For a plan 
of this second or upper gallery, refer to sheet No. 
7. The floor plates shall each be cast with three 
ribs; said ribs shall be spaced on centers, according 
to the length of the floor plates, and shall be located, 
one on each extreme edge and one in the center; all 
3 inches deep and i inch thick. 

143. Winding stairs shall consist of cast iron 
center column, treads, rail and newels. 

144. The center column shall be cast J/i inch 
metal and be 7 inches in diameter, terminating at 
upper end with a newel, as shown on sheet No. 17. 

145. The center column shall be supported by 
two 12 inch steel I beams, 42 pounds per foot, 
located diagonally across one corner of the stone 
foundation, with bolts and separators, and set in 
place before commencing the brick work. The col- 



SPECIFICATIONS FOR ENGINE HOUSE. 327 

umn shall have a square iron flange on the lower 
end of I inch metal, and said flange must be firmly 
bolted to the steel I beams. 

146. Steps or treads shall be cast without 
risers, but shall have thimble height of step, cast on 
each step, with tread nosing continued around. 

147. These thimbles shall have freedom fig- 
ured on drawing, and the vacant space shall be well 
and thoroughly calked with sulphur. 

148. Steps shall be cast of ^ inch metal, dia- 
mond pattern tread. Each step-thimble, bracket 
and flange shall be cast in one piece, each step 
being bolted to the next at connections. The first 
risers shall be housed into the wood floor, if neces- 
sary. 

149. Stair rail shall be made of 3 inch gas 
pipe, bent to proper sweep and curve, terminating 
top and bottom at newels. Newels shall be cast 
iron ^ inch mfetal. All shall be executed according 
to drawings, each and every portion put up, bolted 
and secured in the strongest and most workmanlike 
manner, and to the satisfaction of the water commis- 
sioner. 

150. The third or balcony gallery shall be con- Balcony Gai- 
structed of wrought iron brackets, made of J^ inch 

by 2 inch metal, and fastened to the brick work with 
expansion bolts. It shall be provided with an oak 
tread board. This tread board shall be furnished 
by the carpenter and put in place by the gallery 
contractor. 

151. This balcony shall extend across north 
end of building, as shown on section plan No. 4. 

153. Two wrought iron ladders with ^ inch Ladders, 
by 2 inch sides and ^ inch round rungs, passing 
through side pieces and riveted, shall be furnished, 
put in place and properly secured. One ladder to 
start on the first or lower gallery and extend up 
and through the balcony gallery as per drawings. 
One ladder shall be located on the exterior of the 
building and commence about 10 feet from the 
ground and extend upwards to and be anchored into 
the fire-wall coping, as shown on elevation sheet 
No. I. The details for these iron ladders will be 
found on sheet No. 17. 

153. There shall be cast and set in place cast Doorsuis. 
iron door sills for the doors in the north and south 
ends and the two large doors in each side. 



328 



COMPLETE SPECIFICATIONS. 



Hand Rail. 



Traveler 

Track, 



154. Sill for the south door shall be 5 feet 8 
inches long and 3 feet 4^ inches wide, ^ inches 
thick, and cast in diamond pattern, with door saddle 
and seats for wood frame drilled for ^ inch expan- 
sion bolts. 

155. Sill for the north door shall be 3 feet 6 
inches long and 3 feet 4^ inches wide, cast same as 
specified for south door. 

156. Sills for the large doors shall be cast dia- 
mond pattern, i inch thick, and shall have a square 
flange on outside and inside edge as shown. These 
sills shall be cast in three separate sections, as shown 
and figured in sheet No. 17. 

157. A hand rail made oi i}{ inch gas pipe 
shall be provided and put in place and continued 
along both sides of the building its entire length, 3 
feet 6 inches above the traveler I beam. This rail- 
ing shall project from the wall 6 inches, and be firmly 
bracketed to the wall at sufficient intervals to insure 
ample stiffness. The ends shall be secured to the 
wood window frames. See sheet No. 3. 

158. The traveler track shall consist of an iron 
I beam, 8 inches in height, and weighing 34 pounds 
per lineal foot, Carnegie catalogue. No. 8 C, page 
22, extending the entire length of building on each 
side. It shall be firmly bolted to the stone sill course 
with % inch expansion bolts, and the space between 
the web of beam and sandstone sill shall be filled 
with hard burned brick, laid in the best of cement 
mortar. 

159. Upon the top flange of this 8 inch I beam a 
flat top steel rail, weighing 53 pounds per lineal yard, 
shall be bolted, extending the entire length on both 
sides of the building. This rail must be drilled in 
each flange, and these flanges bolted with ^ inch 
bolts into the flanges of the I beam. The rail shall 
be connected at joints with fishplates and bolts. 

160. Two S-inch I beams, weighing 34 pounds 
per foot, with bolts and separators, shall be built 
in brick work, as shown on plan and specified in 
clause No. 31, and covered with a ^-inch iron plate. 

GENERAL CLAUSES. 

Finish i6i. All of the materials and work required 

Complete. £^^ ^j^^ £^jjj completion of the building herein speci- 
fied, to the entire satisfaction of the water conmiis- 
sioner, shall be furnished and done by the contractor, 
and should anything not mentioned within this spec- 



I Beams in 
Side Walls. 



SPECIFICATIONS FOR ENGINE HOUSE. 329 

ification be necessary to fully complete the work, 
the same shall be furnished and done without extra 
charge. 

162. No masonry work of any description Frost, 
shall be laid in freezing weather, exctpt with special 
permission of the water commissioner. 

163. All unfinished work shall be properly 
protected from injury by frost. 

164. Any masonry work found damaged by 
frost shall be taken down and rebuilt at the cost of 
the contractor. 

165. When the work is completed, the build- Cleaning up. 
ing, substructure and surrounding grounds shall be 

cleared of all rubbish caused by construction, and 
left in a neat and presentable condition for imme- 
diate use. 

166. Measures shall be taken by the contract- pubiic Safety. 
or, whether required by city ordinance or not, to in- 
sure the safety of the public, by such precautions of 
fencing, watching, lights, etc., as the exigencies of 

the case may call for. 

167. The contractor shall furnish, at his own Erection. 
cost and expense, all necessary centering and scaf- 
folding, and remove same at the completion of the 
work. 

1 68. Due facilities must be afforded the water 
commissioner for giving the lines, grades and points, 
and all stakes or marks given by him must be pre- 
served undisturbed. 

169. The contractor shall keep on the work, 
accessible at all times, the plans furnished him by 
the water commissioner, and a copy of these spec- 
ifications. 

170. At all times, when work is in progress, 
there shall be a foreman or head workman on the 
grounds. 

171. Necessary conveniences shall be construct- 
ed for the use of the contractor's employees, and dur- 
ing the progress of the work herein specified the 
contractor shall not use or interfere in any manner 
with the present buildings, pipes or appurtenances 
of the waterworks. 

172. The use of the railroad tracks and switch- 
es belonging to the waterworks will be permitted 
to the contractor for the work herein specified at 
such times only as will not interfere with the deliv- 
ery, switching and handling of coal cars. 



330 COMPLETE SPECIFICATIONS. 

173. Particular care must be exercised in the 
protection of all finished work as the building pro- 
gresses, such as exterior projections, cut stone, iron 
stairs and galleries, etc., which must be fully protected 
from injury or defacement during the erection and 
completion of the building. 

174. The erection shall be carried on in such 
manner as will in no way interfere with the erection, 
completion and operation of the pumping engines or 
machinery. The extra cost of handling the erection 
in this manner must be included in the sum bid for 
the work. 

175. The directions of the water commissioner 
as to the disposition of building materials and loca- 
tion of sheds, temporary buildings, etc., must be 
strictly observed. 

Examination 1 76. Whenever required by the water com- 

^^ ^""^^missioner, the contractor shall furnish all facilities 
and labor to make an examination of any work, com- 
plete or in progress, under this contract. If the 
work so examined is found defective in any respect, 
or not in accordance with this contract and specifica- 
tions, the contractor shall bear all expenses of such 
examination and of satisfactory reconstruction. If 
the work so examined is found to be in accordance 
with the contract and specifications, the expense of 
the examination and reconstruction will be estimated 
to contractor at a fair price, to be determined by the 
water commissioner. M. L. H. 

171. General Specifications for Highway Bridges 
and Viaducts of Iron and Steel. The following general 
specifications for highway bridge work have been prepared by 
!Mr. G. Bouscaren, M. Am. Soc. C. E., who has had a very 
large experience in structural designing of a superior grade of 
railway and highway bridge work. These specifications were 
revised and reissued in 1S90. 

General Clauses. 
Flans & Stress I. Structures shall be built in accordance with 

^^*** the general plans exhibited or furnished by the 

engineer of 

2. Unless stress sheets and plans are also fur- 
nished by the engineer, bidders must submit with 
their proposals, complete stress sheets for the structure 
and detail plans showing the form and connections 
of each typical member. 



GENERAL SPECIFICATIONS FOR HIGHWAY BRIDGES. 331 

3. The stress sheets must s^ow for each mem- 
ber the total maximum stress or stresses caused by 
the dead load, the live load, the wind, and the effect 
of temperature, separately, and the dimensions and 
area of cross section ; also the dead weight assumed 
in the calculation which must not be less than the 
actual weight of the structure as built. 

4. Complete detail drawings must be submit- 
ted for approval of the engineer, and work shall not 
be commenced until the stresses and details relating 
thereto have been approved. 

=;. A copy of every approved stress-sheet and 
drawing shall be furnished without charge to the 
engineer within ten days after its approval. 

6. All parts of the structure, excepting the ^rateriai. 
floor timbers hereinafter specified under the head of 
"floor," shall be of iron or steel or both combined, 

as may be approved by the engineer. The kind of 
metal to be used for each member, or class of mem- 
bers, must be noted on the stress-sheet. Cast iron 
may be used in minor details at the discretion of the 
engineer. 

7. Through bridges shall be built of tw^o trusses, 
unless otherwise specified, and shall have a clearance Provisions 
above floor of not less than fourteen feet, measuring 
from top of floor to the lowest point of portals. The 
depth from center to center of chords of trusses shall 
not generally be less than one-eighth of the span. 
The depth of plate girders shall not generally be 
less than one twelfth of span. The length of span 
used in calculation of stresses shall be the distance 
from center to center of end pins for trusses, and the 
distance from center to center of bearings for plate 
or lattice girders. 

8. Through spans shall be designed, when 
practicable, with inclined end posts. 

9. Iron trestles and piers shall have, when prac- 
ticable, a width of base sufficient to give a moment 
of stability on the masonry, exclusive of the anchor- 
age, greater than the overturning moment of the 
wind. 

10. Provision must be made in all structures 
for the free expansion and contraction of all parts, 
corresponding to a variation of 150 degrees Fahren- 
heit in temperature. 

Loads. 

All parts of -structures shall be proportioned to 
sustain the stresses produced : 



General Di- 
mensions and 



332 COMPLETE SPECIFICATIONS. 

11. ist. By the weight of the structure itself, 
considered integrally and separately for each partic- 
ular member. 

12. 2d. By the live load I, II or III, as speci- 
fied for each particular case on the general plan, 
considered in positions and conditions, namely: — 
continuous or discontinuous, standing or moving, 
giving the greatest results. 

13. 3d. By the specified wind pressure, giving 
the greatest results. 

14. 4th. By the effects of a variation of tem- 
perature of 150 degrees Fahrenheit. 

15. The bending effect produced on every indi- 
vidual member by the side pressure of the wind and 
the weight of the member itself shall be considered. 

Dead Load. 16. In determining the total weight of the 

structure for the purpose of calculating stresses^ the 
weight of the iron shall be assumed at the rate of ^3*^ 
pounds per lineal foot of bar of one square inch area. 
The weight of the steel at the same rate as for iron, 
with two per cent, added. The weight of the timber 
shall be assumed at the rates of five pounds per foot, 
board measure, for creosoted timber, four pounds for 
oak and yellow pine, and three pounds for white 
pine. 
Live Load. i*j. The live load shall consist of either class I, 

II, III or any other load designated by the engineer 
for each structure. 

Load I shall consist of one hundred pounds per 
square foot of floor, and two concentrated weights of 
10,000 pounds each, six feet apart at right angles 
with the direction of the bridge. 

Load II shall consist of eighty pounds per square 
foot of floor, and two concentrated weights of 7,500 
pounds each, six feet apart at right angles with the 
direction of the bridge. 

Load III shall consist of sixty pounds per square 
foot of floor, and two concentrated weights of 5,000 
pounds each, six feet apart at right angles with the 
direction of the bridge. 

18. The live load per square foot shall be 
applied to the width in clear, specified for the wagon 
way, and to the width in clear, specified for the side 
walks. The distribution of the uniform load shall 
be considered continuous or discontinuous, such as 
may give the largest result. The concentrated loads 
shall also be taken in position giving the largest 
result in conjunction with the uniform load. 



GENERAL SPECIFICATIONS FOR HIGHWAY BRIDGES. 333 



To provide for the effect of impact and vibra- 
tion, additions to the stresses produced by the above 
specified live load shall be made as follows: 

19. Riveted connections of stringers and floor 
beams, and hangers two feet long or less — 50 per 
cent. 

20. Hangers and suspenders over two feet long 
25(1-] — ^) per cent., where /= length of hanger or 
suspender. 

21. Floor beams, stringers and other plate 

girders, 25(1 ^^) per cent., where ^=one half 

length of girder. 

22. Web members of trusses, and trestle posts 



25(1. 



125 



•) per cent., where r/=distance of me 



m- 



bers from center of trusses. 

23. Chords of trusses 25(1 ^) per cent., 

where ^=one half length of span. 

No addition shall be made where d \n above 
formula exceeds 125. 

Wind stresses shall be calculated : 

24. ist. For a wind pressure of thirty pounds 
per square foot on the exposed surfaces of floor, of 
both trusses and railings, and on a moving load sur- 
face of six square feet per lineal foot of bridge. 

25. 2d. For a wind pressure of fifty pounds 
per square foot on the exposed surfaces of floor and 
of both trusses and railings, the direction of w^ind 
giving the largest surface being assumed in the cal- 
culation and the greatest -results shall be taken in the 
proportioning of parts. 

26. Coefficients of fric- 
tion shall be assumed as fol- 
lows : 

For wheels sliding on iron or steel 
rails 



Wind Pressure. 



For plane surfaces of iron or steel . . 

For plane surfaces of wood on iron 
or steel 

For steel rollers between plane sur- 
faces of iron or steel 



When acting to 


Increase 
the Strain. 


Decrease 
the Strain. 


25 
100 

30 
100 

so 

100 

5 


IS 
100 

15 . 
100 

100 

I 


100 


1000 



Friction. 



Description and Dif?zensio?is of Parts. 
All parts of structures shall be so proportioned, Limits of 



that the combined effect of temperature and of all squar"im:h 



334 COMPLETE SPECIFICATIONS. 

the loads specified, except the wind, shall not cause 
the stress per square inch to exceed the followin^^ 
maximum limits: 

{Rolled bars . . 12,000 pounds. 
Plates and 
shapes .... 10,000 pounds. 

28. In compression for lengths less than 50 
times the least radius of gyration . 9,000 pounds. 

29. In shearing across fibers . 9,000 " 

30. On pins closely packed, tension and com- 
pression on extreme fibers . . . 18,000 pounds. 

31. On bearing surfaces . . 15,000 " 
33. The bearing surfaces of pins and rivets 

shall be reckoned from the diameter, not from the 
semi-circle. 

The stress per square inch in compression shall 
be reduced with the ratio of diameter to length of 
member whose length exceeds fifty times the least 
radius of gyration, according to the following form- 
ulae: 

33. For members with square 9 qoo 
bearings ........ R= '- 



12 



1- 



34. For members with square 
bearing at one end, and pin bear- 
ing at the other R= 



36, 0001-2 
9,000 



1-' 



1+ 



35. For members with pin 
bearings R= 



24,0001-2 
9,000 



12 



1+ 



18,000r2 



36. For top fiange of rolled I 10,000 
beams between supports . . . R= 



12 

1+- 



37. For top flange of built I 
beams between supports . . . R= 



5,000b2 
9,000 



12 



5,000b2 

Where R=Modulus of allowable stress per square inch 
of cross section. 
1= Length in inches of member between sup- 
port. 



For Steel. 



GENERAL SPECIFICATIONS FOR HIGHWAY BRIDGES. 335 

r=Least radius at gyration of cross section. 
b=Breadth of top flange of girder in inches. 

38. In tension 14,000 pounds. 

39. In compression for lengths 

less than fifty times the 

least radius of gyration 12,000 " 

40. In shearing 10,000 " 

41. In bending on pins closely 

packed .... 22,000 " 

42. On bearing surfaces . . 18,000 " 

43. For compression steel members whose 
lengths exceed fifty times the least radius of gyration, 
the stress per square inch shall be determined by the 
same formulae as prescribed for iron members, but a 
sufiicient number of tests shall be made on full size 
members to determine the value of the constants in 
the formulae, with a factor of safety of 4. 

44. On extreme fibers in bend- For Wood. 

^^ . ^ . J (Oak& Yel- 

mg, tension and compres- low Pine). 

sion 1,200 pounds. 

45. On bearing surfaces trans- 

versely to fibers . . . 400 " 

46. Members subjected to alternate tensile and ^sfrTssel 
compressive stresses shall be designed and propor- 
tioned to resist both. 

The moduli of allowable stress per square 

inch of such members, shall be : 

rFor rolled 

I bars . 12,000 (i — >2l) 

fFor iron^ -r- i i. ^ 

f, J \ I For plates 

^'* . I Land shapes 10, oooC I — ^1) 

tension <J ^ ^ "'s 

[For steel . . . 14,000(1 — ^L) 

48. In compression for 
lengths less than fifty 
times the least radius 

r For iron 9,000(1 — ^1) 

of gyration . <( 

I For steel 12,000(1 — 5^1) 

s 

When s and S are respectively the smallest and largest 
of the two maximum stresses regardless of sign. 

49. For compression members, whose lengths 
exceed fifty times the least radius of gyration, the 
constant in the numerators of the formulae, used to 
determine the moduli, shall be : 

For iron 9,000(1 — 3^1.) 

For steel P (i^i^i.) 



336 COMPLETE SPECIFICATIONS. 

Where P represents the numerical value derived from the 
results of tests on full size members. 

^o. In shearing of riveted connections : 

For iron o.ooo ( — 1,) 

For steel 10,000 (i — i) 

Wind tj. An addition of twenty-five per cent, to all 

Stresses. .-L . . . . . *' • i i , , ■ 

specified limits of stress per square inch, shall be 
allowed for wind stresses. These limits shall apply 
wherever the wind stresses are added to the stresses 
due to other loads. 

52. Independently of the wind stresses, lateral 
struts shall be proportioned to resist the resultant of 
an initial stress of 10,000 pounds per square inch on 
all rods attached to them. No lateral or sway rods 
shall be less than one inch diameter. 
^^^ifpYe^t^"^ 53' The eye and threaded parts of all bars and 

Rods. rods must not be less in strength than the body of the 
bar. The shape, size and mode of manufacture of 
the heads of eye-bars shall be subject to the approval 
of the engineer. Welding the head to the body of 
the bar will not be allowed. 

54. In upset-rods, the area of section at base 
of thread shall exceed sectional area of rod by not 
less than seventeen per cent. 

55. Long tension members shall be supported 
at suitable intervals, to avoid rattling and undue stress 
by bending. 

Compression 56. When practicable, compression members 

em ers. -^^ ti'usses shall be designed with pin bearings. Long 
compression members, supported at intervals by lat- 
eral bracings, such as top chords of trusses and 
trestle posts, shall be considered and calculated 
as columns with pin bearings. 

57. The thickness of metal in compression 
where the stress per square inch is 9,000 pounds, 

shall not be less than one sixteenth(^ ) of the dis- 
tance between supports in line of stress, and one 
thirtieth (tj-q-) of distance between supports at right 
angles to line of stress, nor less than one eighth(J) 
of distance from edge of plate or flange to line of 
support. When the stress per square inch is less 
than 9,000 pounds, the limits aforesaid can be in- 
creased proportionately, but the thickness of metal 
shall in no case be less than one quarter(^) inch 
when both faces are accessible for painting and five 
sixteenths (-i-g) inch when one face only is accessible. 



GENEKAL SPECIFICATIONS FOR HIGHWAY BRIDGES. 337 

58. The ratio of length to diameter shall not 
exceed fifty. 

59. In built posts and struts, the segments 
shall all be of one length without break, and shall 
be rigidly riveted together to act collectively as one 
solid body. 

60. The sectional area of rivets in one seg- 
ment in a distance from the end as short as the spec- 
ified minimum spacing of rivets will allow, shall be 
sufiicient to resist the entire stress on that segment. 

61. In lattice work, the distance between riv- 
ets shall not be more than length of segment of equal 
strength per square inch as the column itself. The 
sizes and stiffness of the lattice bars shall be propor- 
tioned to the weight and spacing of the segments 
joined by them, so as to resist bending from rough 
handling of the finished member, and all stresses 
that they may be subject to, from eccentricity of the 
line of pressure, and from the inclination or curv- 
ature of the segments. 

62. Pins shall be proportioned to resist the Pins and 
bending as well as the shearing forces acting upon 
them. The limits of stress specified for shearing 

and for the pressure on bearing surface of holes, 
shall determine the number and size of rivets. The 
sectional area of rivets before driving shall be taken 
for the effective shearing area. The allowable stress 
per square inch on hand driven field rivets shall be 
only three fourths of the specified limits for shearing. 

63. Shall be so proportioned that the top and Plate Gird- 
bottom flanges will resist the bending moments with- 
out considering the web, and the web will resist the 
shearing forces without considering the flanges. 

64. The thickness of web of girders shall not 
be less than one fourth inch. When shearing stress 

9,000 

on same exceeds ^2 (Where t= thickness of 

1+ 

6,000 t2 

web, and d=vertical depth between flanges), stiff- 
eners must be provided at intervals not greater than 
depth of girder. Stiffeners of sufficient strength to 
resist the shear shall be provided at the ends and at 
all points of concentrated load. Webs of plate- 
girders shall be spliced with a plate on each side. 
The top and bottom flanges of plate girders shall 
have the same gross area. When flange plates are 
22 



338 COMPLETE SPECIFICATIONS. 

used, the flange angles must be as large and heavy 
as practicable. 
Connections ^c. Of all members shall be so designed, that 

& Attach- -J o ' 

ments. tlic strcss ou each member can be correctly calculated. 

The lines of stress shall coincide with the lines of 

center of gravity of members, and intersect at the 

joint point. The strength of all connections shall be 

at least equal to that of the member or members 

which they are designed to connect. This shall be 

demonstrated by testing, if required by the engineer. 

^^'^Tf?^ ^^' Bed-plates and bearing plates shall be 

tion Roll- truly planed on all sliding and rolling surfaces, and 

^^^* shall be so proportioned that the maximum pressure 

per square foot on masonry will not exceed 30,000 

pounds. They shall be securely anchored against 

upward and sideway motion. 

Gy. The rollers shall be of steel, and not less 
than two inches in diameter; they shall be truly 
dressed to a smooth finish. The pressure in pounds 
per lineal inch on friction rollers shall not exceed 
700 V^d^ (d) being the diameter of rollers in inches. 
The rollers and rolling surfaces of bed-plates shall 
be protected by approved wrought iron casings to 
keep out foreign matter. 

When practicable, adjacent ends of consecutive 
spans shall have a common bed-plate. 

lVorkma7zs/izp a?zd Details of Construction. 

General. G'$), All workmanship shall be first-class in 

every particular. 

69. As far as practicable, all parts shall be 
accessible for inspection and painting. 

70. All members shall be free from undue 
twists and bends. 

71. All parts working together as one member 
of the truss, shall be uniformly stressed. 

72. Tensile stress shall be avoided in a trans- 
verse direction, and shearing stress in a direction 
parallel to the fibers of the iron. 

Pin Holes. ^^^ Shall be bored, not punched, exactly per- 

pendicular to the center lines of stress, and not more 
than one fiftieth (xb) '"^h larger than the diameter 
of the pin. 

I- ye Bars. ^^^ Shall be Straightened before boriug. Bars 

working together shall be bored in one operation, 
piled and clamped too^ether, and at the same tem- 
perature. The eye shall be in the center of the 



GENERAL SPECIFICATIONS FOR HIGHWAY BRIDGES. 339 

head and on the center line of the bar. A discrep- 
ancy in length from center to center of eye, exceed- 
"^& 2~o o^Fo" ^^ ^^^ length of the bar will not be allowed. 

75. All forging shall be done at the tempera- Forging, 
ture best suited to the kind and quality of the metal. 

No work shall be done on iron or steel at a black 
heat. 

76. Steel eye bars, upset rods, and all pieces Annealing, 
of steel which have been partly heated, or bent cold, 

must be properly annealed. 

77. Shall be turned true to size, and straight. Pins. 
They shall be turned down to a smaller diameter at 

the ends for the thread and driven in place with a 
pilot-nut, when necessary to save the thread. There 
shall be a washer under each nut. 

78. No discrepancy in length of pins through 
the bearing parts will be allowed. 

79. The several members attached to the same 
pin shall be so arranged as to produce the least 
bending moment on the pin ; they shall be held and 
closely packed in position by filling rings between 
them. Fillers shall be of w^rought iron. 

So. Abutting ends shall be planed or turned. Abutting 
ill a plane perpendicular to the line of stress. They J°'°*S' 
shall be in contact throughout, and held in position 
by suitable splices. 

Si. All segmental joints in riveted work shall Riveted 
be square and truly dressed, and in contact through- *"^ 

out. They shall be fully spliced, no reliance being 
placed upon the contact of abutting parts. Sheared 
edges of steel plates shall have not less than one 
quarter inch of metal removed by planing. 

82. In the effective area of riveted members, 
pin, bolt and rivet holes shall be counted out for 
tension ; bolt and pin holes shall be counted out for 
compression. Rivet holes shall be assumed to be 
one eighth inch larger than diameter of rivets. 

S3. No ^tensile stress shall be allowed on rivets. 
Rivets shall be used in preference to bolts for all 
rigid connections to resist shearing. Where bolts 
must be used in place of rivets, they shall be in 
double shear; the holes shall be drilled or reamed 
and the bolts shall be turned to fit tightly in their 
holes. 

84. Rivet holes shall be accurately spaced and 
shall be drilled or reamed to fit exactly opposite to 
each other without drifting. The space between the 
edge of a piece and the edge of rivet holes shall be 



340 COMPLETE SPECIFICATIONS. 

such that the iron will not crack nor split by punch- 
ing. It shall not be less than one and a half diame- 
ters of rivet. The pitch of rivets shall not be less 
than three diameters of rivet nor more than sixteen 
times the thickness of plate. 

85. Rivet holes in steel, if punched, shall be 
reamed not less than one eighth inch larger than the 
die sides of the punched holes, and the sharp edge 
of holes under the rivet heads shall be trimmed. 

86. When practicable all riveting shall be done 
by a machine capable of holding on to the rivet, after 
the upsetting is complete. 

87. Rivets when driven, shall completely fill 
the holes. 

88. Rivet heads shall be full size, well formed 
and concentric to the holes. 

89. No loose rivets will be allowed. 

90. All rivet holes for field riveting shall be 
reamed in place. 

Adjustment. ^j^ J^n members requiring adjustment, shall 

be provided with adjusting screw-threads, nuts and 
check-nuts convenient of access. Where sleeve-nuts 
are used, they must be open so that the threaded 
lengths of rods engaged at each end can be verified. 

Counter and 92. When practicable, counter rods will be 

Bracing, dispensed with, by designing all web members to 

resist counter, as vyell as direct stress. Preference 

will be given to a system of lateral bracing designed 

to resist compression as well as tension. 

Portals. 93. The end posts shall be rigidly connected 

by riveted portals of approved design, as deep as 
the specified clearance above the floor will allow. 
'Vertical 94. Shall be provided between posts at each 

Bracing, panel in deck bridges, and in through bridges where 
practicable. This bracing shall be proportioned to 
resist the unequal loading of trusses, the effect of the 
wind on the moving load being taken into consider- 
ation. 

95. The top chord of through girders or pony- 
trusses shall be rigidly braced sideways at the ends 
and at suitable intermediate points. 

^w^'h r 9^* Washers and nuts shall have a uniform 

ana Nuts, bearing. All nuts shall be easily accessible with a 
wrench for the purpose of adjustment, and shall be 
effectively checked after the final adjustment. Xo 
round headed bolts will be allowed. All bolts 
through wood must be provided with wrought iron 
washers under head and nut: the use of more than 



GENERAL SPECIFICATIONS FOR HIGHWAY BRIDGES. 341 

one washer under the head or nut to make up for 
deficiency in length of thread, will not be allowed. 

97. The plan of floor shall be of the kind A Floor. 
or B, or any other description specified for each par- 
ticular case by the engineer. 

98. The stringers shall be of iron or steel, ^loorA. 
spaced not more than 3 feet 6 inches from center to 
center under the wagon-ways and capped with nail- 
ing pieces 5 inches thick of creosoted wood. The 
flooring of the wagon-ways shall be made of two 
thicknesses of plank, 3 inches thick each for "load 

I," 2^ inches thick each for "load II," and 2 
inches thick each for "load III," the under flooring 
shall be creosoted, and the top flooring of white oak 
shall be laid transversely, breaking joints with the 
under flooring. The top flooring pieces shall not 
exceed 8 inches in width. The sidewalk floors 
shall consist of 2x6 inch planks nailed on creosoted 
joists laid transversely on the iron or steel stringers 
and spaced not more than 2 feet from centers. The 
joists shall be fastened to the stringers so as to allow 
for the longitudinal motion of expansion and con- 
traction. The under flooring of wagon-way shall be 
fastened to the nailing pieces with wrought 
spikes 7x-j^g- inches for load I, 6x^ inch spikes for 
load II, and 5x-i^ inch spikes for load III ; the top 
flooring shall be fastened with 60 penny nails of 
the best quality for load I, 40 penny for load II, and 
30 penny for load III. The flooring of the side- 
walks shall be fastened with 30 penny nails of the 
best quality. 

99. The joints shall be of creosoted wood, not ^'QO'^^* 
less than 3 inches thick, laid longitudinally with the 

line of the bridge for the wagon-way and sidewalks, 
and supported by the floorbeams. The flooring 
shall be made as for Plan "A" and fastened in the 
same manner, but the flooring of the sidewalk shall 
be laid transversely with the line of the bridge. 

100. The joists of consecutive panels shall lap 
by each other on the floorbeams ; they shall be bolted 
to the floorbeams so as to allow for the motion of 
expansion and contraction, and shall be fastened to 
each other by two five-eights (^) inch bolts or lag- 
screws; they shall be braced between floorbeams by 
rows of bridging spaced not more than 6 feet apart. 

loi. Guard-timbers not less than 8x8 inches shall ^e°raL^"' 
be securely bolted to the floor on each side of the 
wagon-way, to give a clearance of 24 inches between 



342 



COMPLETE SPECIFICATIONS. 



Railings. 



Camber. 



Anchorage. 



the inside faces of the guard and the inside faces of 
the widest part of the truss for through bridges, and 
the inside lines of sidewalks for deck bridges and 
viaducts. 

102. All floor timbers, guards and railings 
shall extend over all piers and abutments, and make 
suitable connection with the embankments at the ends 
of the structure. Cast iron aprons or cover-joints 
shall be provided at the free ends of spans if required. 

103. Stresses due to the friction of the floor on 
the stringers and floorbeams, shall be considered and 
treated the same as stresses due to regular load. 

104. Should one or more street railroad tracks 
be required on the bridge, the contractor shall fur- 
nish all necessary material for the same, and lay^the 
track conformably to the instructions of the engineer. 
The tread of the rails must not deviate more than six 
inches from the center line of the stringers. 

105. The floor of the sidewalks shall extend 
to and connect with the floor of the wagon-wav so 
as to leave no open space between them. Openings 
shall be left at suitable intervals in the floor, if 
required by the engineer, to dispose of the sweep- 
ings on the bridge and of the drainage. 

106. All framing shall be done to a close fit, 
and in a thorough and workmanlike manner. Na 
open joints or filling shims will be allowed. All 
under and top flooring must be passed through the 
planer so as to secure a uniform thickness. 

107. Substantial iron railings of approved 
design, not less than four feet high, shall be provided 
for the outward lines of sidewalks. The railings 
shall be supported directly by the floorbeams and 
braced laterally with outside stays riveted thereto. 
Intermediate stays fastened to the stringers shall be 
provided at intervals not more than ten feet. The 
top flange of railings shall be proportioned to resist 
a transverse horizontal thrust of not less than one 
hundred pounds per lineal foot. 

108. The camber measured on the center line 
of the pins of chords shall not be less than one 
twelve hundredth (-1-2— oir) ^^ the span. The camber 
line shall not deviate from an arc of a circle, more 
than one quarter (j^) oi an inch at any place. 

109. All bridges and viaducts shall be suffi- 
ciently anchored to the masonry, to resist displace- 
ment by the strongest wind specified. The base of 



GENERAL SPECIFICATIONS FOR HIGHWAY BRIDGES. 343 

all piers and trestles shall, when practicable, be 
sufficient to avoid tension under the most unfavora- 
ble circumstances of load and wind, but sufficient 
anchorage shall, nevertheless, be provided to resist 
not less than one half (3^) of the overturning 
moment of the wind. 

iio. All the necessary drilling and dressing 
of masonry shall be done, and all the necessary fast- 
enings and anchorage provided and put in by the 
contractor without extra allowance. 

^tiality of Material. 

111. Shall be double rolled, tough, ductile, brought iron, 
uniform in quality, and shall have a limit of elastic- 
ity of not less than 26,000 pounds per square inch. 

When tested in specimens of uniform sectional 
area of at least one half (j^) square inch, cut out of 
the full size finished piece, it shall stand without 
breaking, the following tensile stresses and elonga- 
tions in the distance of 12 diameters. 

112. For bar"! 

iron 4 sq. in. and > 52,000 pounds per square inch ; 
less in sect'al area, J elongation, 20 per cent. 

113. For bars over 4 square inches in area, a 
reduction will be allowed in the strength per square 
inch and elongation of specimen of 500 pounds and 
one half per cent, respectively for every additional 
square inch of area of the bar, down to the limits of 
48,000 pounds per square inch, and 16 per cent, 
elongation. 

114. For ain 

shapes and plates > 50,000 pounds per square inch; 
24in. wide and less, J elongation, 15 per cent. 

115. For plates^ 

over 24 inches V48, 000 pounds per square inch; 
wide, J elongation, 10 per cent. 

116. The ultimate strength of full size tension 
bars shall not be less than 45,000 pounds per square 
inch, with elongation not less than 10 per cent, in 
ten feet, measured on any part of the bar. Their 
elastic limit shall not be less than 25,000 pounds 
per square inch. 

Specimens as above shall bend cold without sign 
of fracture on the convex side. 

117. For bar iron, 180 degrees around a circle 
whose diameter is equal to the thickness of the spec- 
imen. 



344 COMPLETE SPECIFICATIONS, 

iiS. For shapes and plates, 90 degrees around 
a circle whose diameter is equal to twice the thick- 
ness of the specimen. 

119. Full size pieces shall bend cold 90 
degrees without sign of fracture around a circle 
whose radius is equal to the thickness of the piece. 
For bars, angles, shapes and plates 24 inches wide 
and less, the radius shall be equal to tw4ce the thick- 
ness, and for plates more than 34 inches wide to 
four times the thickness. Full size rivet iron shall 
bend cold and set flat on itself 180 degrees without 
sign of fracture on the convex side. 

120. Iron plates rolled in a universal mill shall 
be used in preference to others, when practicable. 

Steel. 121. Shall be tough, ductile, uniform in qual- 

ity and incapable of tempering; it shall not contain 
more than one tenth (-^V) of one per cent, of phos- 
phorus. 

122. Test pieces three fourths (^) inch in 
diameter, cut out of the finished pieces, shall stand 
without breaking, a tensile stress not less than 
64,000 pounds and not more than 70,000 pounds per 
square inch, with an elongation not less than twenty 
per cent, in a length of 12 diameters. The same 
allowance as for iron specimens shall be made in the 
strength and elongation of the specimens according 
to the sizes of the bars from which they are cut, 
down to the limit of 60,000 pounds and 16 per cent. 
They shall bend cold and set flat on themselves 
without sign of fracture. Heated uniformly at a 
low cherry red and cooled in water at 82 degrees 
Fahrenheit, they shall bend around a circle one and 
one half (i/^) inches in diameter, 180 degrees, 
without fracture. 

123. Full size pieces shall bend cold 90 
degrees without sign of fracture, around a circle 
whose radius is equal to the thickness of the pieces, 
and shall have an ultimate strength of not less than 
56,000 pounds per square inch, with elongation not 
less than ten per cent, in ten feet measured on any 
part of the bar ; their elastic limit shall not be less 
than 33,000 pounds per square inch. 

124. Steel for rivets shall have in test pieces 
an ultimate strength of from 56,000 to 63,000 pounds 
per square inch, with 35 per cent, elongation ; it 
shall stand the quenching test at a light yellow heat. 
Full size rivet bars shall bend cold and set flat on 



GENERAL SPECIFICATIONS FOR HIGHWAY BRIDGES. 345 

themselves without sisrn of fracture on the convex 
side. 

125. All steel plates must be rolled in a uni- 
versal mill. 

126. Shall be of the best quality of tough gray Castiro:i, 
metal. A cast bar five feet long, one inch square, 

four feet six inches between supports, shall bear, 
w^ithout breaking, a weight of 550 pounds suspended 
at the center. 

127. Castings shall be smooth, well-shaped, General, 
free from air-holes, cold shorts, cracks, cinders and 

other imperfections. All finished pieces of iron and 
steel shall be smooth, free from injurious seams or 
flaws, blisters, buckles, cinder spots and imperfect 
edges. Hammering and heating for the purpose of 
straightening will not be allowed. 

128. The timber shall be of the sound heart Timbcr 
wood of long-leaf yellow pine or white oak. It shall 

be sawed true and out of wind, full size, free from 
wind shakes, large or loose knots, decay, brash or 
sap-wood, worm holes, or any defect impairing its 
strength or durability. 

129. All timber shall be inspected and 
accepted by an authorized inspector before being 
used. 

130. Shall be prepared in the following man- ^Timb=r^ 
ner unless otherwise specified. 

ist. By a thorough seasoning of the wjood at a 
temperature not to exceed 230 degrees Fahrenheit 
in a vacuum of twenty-four inches of mercury, a 
sufficient length of time being used in this operation 
to avoid the cracking or splitting of the timber. 

2d. By the injection into the wood under a 
pressure of not less than 150 pounds per square 
inch, of not less than ten pounds of heavy creosote 
oil to each cubic foot of timber. 

All framing and trimming shall be done before 
injection. 

131. The creosote oil used shall generally be Q^'iJ^'*y°f '^^ 
solid at a temperature of 50 degrees Fahrenheit, and 
entirely liquid at a temperature of 100 degrees Fah- 
renheit. It shall contain not less than five per cent. 

of tar acids. It shall contain not less than twenty- 
five per cent, of constituents that do not distill over 
at a temperature of 600 degrees Fahrenheit. It shall 
be free from water, ammonia, naphtha, and other 



46 COMPLETE SPECIFICATIONS. 

impurities, and shall be subject to the acceptance of 
the engineer. 

Inspection and Tests. 

132. An expert inspector appointed by ' the 
engineer will inspect the material, supervise the 
work at the shops, the work of erection and all tests 
to be made. All finished parts of the structure 
shall be inspected and weighed by him before ship- 
ment. 

133. All facilities for inspection, testing, and 
weighing, shall be furnished by the contractor free 
of charge. 

The following tests shall be made by the 
inspector at the expense of the contractor: 

134. ist. For every lot of 50,000 pounds or 
less of the same kind (iron or steel) and the same 
class (bars, angles, plates or other shapes) of mate- 
rial: 

Three specimen tensile tests. 
Three specimen bending tests. 
One full size bending test. 

One specimen quenching test, if the material be 
of steel. 

135. 2d. All additional tests required to dup- 
licate any of the above, by reason of faulty material 
or manipulation in the first tests. 

136. All other tests required by the engineer, 
shall be made by the inspector, and paid for at cost, 
less the scrap value of the material, if the test proves 
satisfactory. If the test is not satisfactory, the con- 
tractor shall receive no compensation. 

137. Failure to stand the foregoing tests, or a 
discrepancy in weight of materials of more than 2^ 
per cent, shall be a sufficient cause for rejection. 

1 38. The acceptance of any material or fin.- 
ished member by the inspector, shall not prevent the 
subsequent rejection of the same if found defective 
after delivery, and the contractor shall replace the 
rejected material or member without extra compen- 
sation. 

139. Before the final estimate is paid, a 
thorough test of the structure shall be made by the 
engineer, by loading each span with the nearest 
equivalent load obtainable to that described under 
the head of ''loads," distributed and moving in such 
a way as the engineer may see fit. The load will 
be allowed to remain on the structure any length of 



GENERAL SPECIFICATIONS FOR HIGHWAY BRIDGES. 347 

time deemed necessary by the engineer. Each span 
shall not deflect under such a load more than one 
eighteen hundredth (j-sVo) °^ ^^^ length, and shall 
return to its original camber, when the load is 
removed. There shall be no permanent changes in 
the position or condition of any part of the structure 
as a result of the test. 

Paint, 

140. All iron and steel before leaving the shop 
shall have all loose scales scraped off, and shall be 
thoroughly coated with boiled linseed oil. All 
planed or turned surfaces shall be coated with white 
lead mixed with tallow. 

141. All inaccessible surfaces shall be painted 
before being put together with two coats of red lead 
or other metallic paint, approved by the engineer. 
After erection, the entire structure, excluding tim- 
bers, shall be painted with two coats of the same 
paint. 

142. No painting shall be done in wet or freez- 
ing weather. 

143. All depressions in the erected structure 
where water is liable to collect, shall be drained by 
suitable drain holes or filled with approved water- 
proof mastic. 

Travel and River Navigation. 

144. The contractor shall conduct all his oper- 
ations so as not to impede travel on the road or 
street for which the bridge is designed, nor travel 
and operation of trains on any road, street or rail- 
road, crossing under or above the bridge. 

145. When rivers are navigable, they shall at 
all times during the construction and erection of 
the structure be kept open for navigation. 

146. All staging, coffer-dams, and other tem- 
porary structures used in the construction of the 
bridge, as also the old bridge, if any exists, shall be 
removed by the contractor. 

Risks, 

The contractors shall assume all risks from 
floods and storms, damage to persons and properties, 
and casualties of every description, and shall furnish 
all materials, tools, machinery and labor incidental 
to, or in any way connected with the manufacture, 



348 COMPLETE SPECIFICATIONS. 

transportation, erection, and maintenance of the 
structure until its final acceptance, without addi- 
tional compensation. 

Additional Clauses. 



G. B. 

172. Advertisement, Instructions, Specifications 
and Proposals for Improving St. Mary's Falls Canal. 
The following complete set of papers illustrate the practice of 
the U. S. Engr. Corps, and also describe one of the finest 
pieces of masonry construction in this country. The work was 
done under Col. O. M. Poe, of the U. S. Engr. Corps, with 
Mr. E. S. Wheeler, M. Am. Soc. C. E., as Chief U. S. Asst. 
Engr. The lock gates, buildings, and operating machinery 
were no part of this contract. 

No 

PROPOSAL OF 



Opened yauiiary 27, i8gi^ 

For Furnishing All Materials, Etc., and Building the 

Masonry of a Lock 

At St. Mary's Falls Canal, Michigan. 
Under Acts of Congress of August 11, 1888, and September 19, 1890. 

Extract From Act of Congress, 

Approved Sept. /p, i8go. 

Improving St. Mary's River at the Falls, Michigan: Con- 
tinuing improvement on new locks and approaches, nine hun- 
dred thousand dollars: Provided, That such contracts as may 



SPECIFICATIONS FOR A CANAL LOCK. 349 

be desirable may be entered into by the Secretary of War for 
materials and labor for the entire structure and approaches, 
or any part of the same, to be paid for as appropriations may 
from time to time be made by law. 

ADVERTISEMENT. 

UNITED STATES ENGINEER OFFICE, 
34 West Congress Street, 
Detroit, Mich., November 28, 1890. 

Sealed proposals, in triplicate, for furnishing all materials 
and labor and building the Masonry of a Lock at St. ]Mary's 
Falls Canal, Michigan, will be received at this office until 2 
o'clock, p. m., January 27, 1891, and then publicly opened. 

Preference will be given to materials of domestic produc- 
tion or manufacture, conditions of quality and price (import 
duties included) being equal. 

Attention is invited to Acts of Congress, approved Feb- 
ruary 26, 1885, and February 23, 18S7, Vol. 23, page 332, and 
Vol. 24, page 414, Statutes at Large. 

The Government reserves the right to reject any or all 
proposals; also, to award the contract upon other considera- 
tions than the price. 

For further information apply at this office or to the U. S. 
Engineer Office, Sault Ste. Marie, Michigan. 

O. M. PoE, Col. Corps of Engineers, 

Bvt. Brig. General, U. S. A. 

General Instructions For Bidders. 

1. All bids must be made in triplicate, upon printed 
forms to be obtained at this office. 

2. The guaranty attached to each proposal must be 
signed by two responsible guarantors, to be certified as good 
and sufficient guarantors by a United States District Attorney, 
Collector of Customs, or any other officer under the United 
States Government, or responsible person known to this office. 

3. When a firm bids, the individual names of the mem- 
bers should be written out, and should be signed in full, giving 
the Christian names; but the signers may, if they choose, 
describe themselves in addition as doing business under a given 
name and style as a firm. 

4. Anyone signing a proposal as the agent of another, or 
of others, must file with it legal evidence of his authority to 
do so. 

5. All signatures must have affixed to them seals of wax 
or wafer. 



or 



50 COMPLETE SPECIFICATIONS. 

6. The place of residence of every bidder, with postoffice 
address, county and state, district or territory, must be given 
after his signature, which must be written in full. 

7. All prices must be written, as well as expressed in 
figures. 

S. Alterations b}- erasures or interlineations should be 
explained or noted in the proposal over the signature of the 
bidder. 

9. A firm will not be accepted as a surety, nor will a 
partner be accepted as a surety for a co-partner, or for a firm 
of wnich he is a member. 

10. An oflEicer of a corporation will not be accepted as 
surety for such corporation. 

11. A contract will not be awarded to a corporation until 
it shall have furnished satisfactory evidence of its legal capacity 
to enter into the same. 

12. The bidder must satisfy the United States of his 
ability to do the work for which he bids. 

13. Reasonable grounds for supposing that any bidder is 
interested in more than one bid for the same item will cause 
the rejection of all bids in which he is interested. 

14. The United States reserves the right to reject any or 
all bids, and to waive any informality in the bids received ; 
also to disregard the bid of any failing contractor known as 
such to the Engineer Department. 

15. Contingent upon such appropriations as may from 
time to time be made by law, payments will be made upon 
monthly estimates, but ten (10) per cent, will be reserved from 
each payment until the completion of the contract. 

16. The contract, which the bidders and sureties promise 
to enter into, shall be in its general provisions in the form 
adopted and in use by the Engineer Department, blank forms 
of which can be inspected at this office, and will be furnished, 
if desired, to parties proposing to put in bids. Parties making 
bids are to be understood as accepting the terms and conditions 
contained in such form of contract. 

17. The bond required under the contract will' not be 
greater than one fourth nor less than one fifth the estimated 
amount of the contract. 

18. Transfers of contracts, or of interests in contracts, 
are prohibited by law^ 

19. In the form for proposal, the materials to be furnished 
and the work to be done are itemized for the purpose of com- 
paring- the bids, and as a basis for the monthly estimates; but 
if the contract be awarded it will be as a whole. 

20. Any bid in which the prices stated for the several 
items seem to be "unbalanced" maybe rejected on that account 
alone. 



SPECIFICATIONS FOR A CANAL LOCK. 351 

21. The character of the materials proposed will be con- 
sidered, and if it be deemed to the interest of the United States, 
for this or any other reason, to accept any proposal other than 
the lowest in price, the right to do so is expressly reserved. 

22. No advantage shall be taken of any error or omission 
in the following specifications, as full information will be given 
upon application. 

23. Envelopes containing proposals must be endorsed, 
* ^Proposals for Lock at St. Mary's Canal, Michigan," and 
addressed to Colonel O. M. Poe, Corps of Engineers, Detroit, 
Mich. 

specifications for constructing the masonry of a lock 
IN THE ST. Mary's falls canal, Michigan. 

I, — Descriftio7i . 

1. The work required by these specifications is the build- 
ing of the main walls, miter walls, and stairways of the 800 
foot Lock at Sault Ste. Marie, Michigan, and the furnishing of 
all material, labor and appliances needed for this purpose. 

2. The general character of the proposed work is similar 
to that of the lock now in use, which will be called the lock of 
1881 in these specifications; and the general outline of the 
work will be as shown in the drawings to be seen at the U. vS. 
engineer office, 34 West Congress street, Detroit, Mich. The 
location of the work and of all parts of it will be made under 
the direction of the U. S. agent in charge, who will also furnish 
the contractor with detailed drawings of the various parts of 
the work as they become necessary for the construction. 

3. The United States will be responsible for the mainte- 
nance of the coffer-dam that surrounds the site of the lock, and 
for keeping the lock-pit free from water. 

4. For landing and storing material and carrying on the 
work, the contractor will have the use of such portions of the 
U. S. canal lands and piers as may from time to time be 
designated by the U. S. agent in charge. 

5. Bidders are requested to visit the locality of the pro- 
posed work and obtain from personal investigation the informa- 
tion necessary to enable them to make intelligent proposals, as 
the United States will not be responsible for any lack of accurate 
information on the part of the contractor, regarding the work. 

//. — Stone. 

6. The masonry of the lock will be of two kinds, cut 
stone and backing. Each bidder shall state the location of the 
quarries from which he intends to obtain each kind of stone, 
and shall submit with his proposal, at his own expense, a sam- 
ple of each kind of stone ; each sample to have the name and 



352 COMPLETE SPECIFICATIONS. 

location of its quarry, and the name of the bidder plainly 
marked thereon; each sample shall be a "six-inch" cube, one 
face showing natural fracture, and the other faces showing dif- 
ferent styles of finish. The samples submitted with the pro- 
posals will be retained. 

7. Each bidder, when requested, shall also furnish, at 
his own expense, "two-inch" cubes for testing purposes, from 
such portions of his quarries as the engineer officer in charge 
may direct; and all stones delivered by the contractor shall be 
of as good quality as the sam^ples and test cubes furnished by 
him. 

8. Stones quarried after October 15 shall not be laid in 
the work until the following season, and no stone shall be 
quarried between November i and April 15. When placed in 
the work all stones shall lie on their natural beds. No lewis 
holes shall have an opening larger than i inch by 4 inches, and 
only one lewis hole will be permitted in each stone. Lewis 
holes, dog holes, letters, or marks of any kind shall not appear 
on show surfaces ; but, in the top face of each coping stone, one 
lewis hole will be permitted. All lewis holes shall be thor- 
oughly filled with stiff cement mortar of the same quality as 
that in which the stone is set. Stones having defects concealed 
by cement or otherwise will be rejected. 

9. Cut Stone. — The cut stone shall be uniform in 
appearance, and of at least as good quality as the cut stone of 
the lock of 1 88 1. It shall be free from all defects that, in the 
judgment of the engineer officer in charge, will impair its 
strength or durability. Sandstone will not be accepted. No 
stone shall be used that weighs less than 148 pounds to the 
cubic foot. The cut stone shall conform approximately in 
dimensions to the bill of materials appended to these specifica- 
tions, but exact drawings of the stones will be furnished the 
contractor when he needs them. The character of workman- 
ship, style of finish, chamfer, etc., shall be the same as that of 
the corresponding cut stone of the lock of 1881, except where 
otherwise specified below. 

10. The stones for the miter walls shall be cut to ^ inch 
joints throughout. The coping stones shall be cut to 3/^ inch 
joints, except for the bed joints that overlie the backing, wliich 
shall not exceed one inch in thickness. The stones for the face 
of the main walls, and the facing of the well holes and passages 
for the gears for operating the gates and valves shall be cut to 
^ inch joints on their upper and lower beds, except for such 
portions of the bed joints as overlie the backing, which shall 
not exceed i inch in thickness ; the vertical joints of these 
stones shall be cut to ^ inch for 18 inches from the face, and 
the remainder of each of these joints shall not exceed i inch in 
thickness. No joint shall vary in thickness from the dimensions 



SPECIFICATIONS FOR A CANAL LOCK. 353 

specified, and the dimensions of all stones shall be such that 
the center of each vertical joint shall not vary more than /q 
inch on either side of a vertical line through the center of the 
lowest corresponding joint. Any excess in width of stretchers 
or length of headers in the face walls will be paid for as "back- 
ing stone." 

11. All beds and joints shall be fair and true, out of wind 
and have an equal bearing throughout ; the faces of all the 
walls shall be out of wind, and true to line both horizontally 
and vertically; and the top surface of each course of stone and 
of the coping of each wall shall be horizontal throughout, and 
of the levels given by the U. S. agent in charge. 

12. All edges on show lines shall be perfect, and no 
stones will be accepted that are in any way marred orvnicked* 
Show faces shall be cut true and even, without depressions of 
any kind ; but within the draft lines the show faces of stones in 
courses below the upper 12 courses of the main walls (coping 
not included), may be rough finished, with no depression 
below the plane of the face, and no projection greater tha'i i 
inch above the plane of the face ; the face stones of the gate 
recesses, however, shall be finished throughout, as those in the 
lock of 1 88 1. All cut stones shall be laid by clamps or by the 
lewis, and all lewis holes in cut stone kept over winter shall be 
carefally protected from the weather by the contractor. 

13. Backing. — The backing stones shall be of some 
good quality approved by the engineer ofllicer in charge. They 
shall have an average area of bed of at least 8 square feet; the 
smallest shall have an area of bed of at least 5 square feet, 
except when the U. S. agent in charge may occasionally 
specially authorize the use of a smaller stone, and no stone 
shall have an overhanging top. Backing stones shall be at 
least 8 inches thick and shall have their faces approximately 
parallel and their joints at right angles to the faces. No irregu- 
lar or three-cornered stones will be accepted. The bed joints 
of the backing shall not exceed one inch in thickness. No ver- 
tical joints shall, at any point, exceed four inches in thickness, 
and the average shall not exceed two inches. 

14. About 4,000 cubic yards of stone, now piled on the 
U. S. canal lands, shall be taken by the contractor from where 
it now lies and laid in the work as backing. The U. S. agent 
in charge will designate the stones to be so taken, and the con- 
tractor shall furnish only the difference between the total 
amount of backing required and the amount of this supply. 

III. — Sand^ Cei7ient and Concrete. 

15. Sand. — All sand used in mortar or concrete shall be 
clean, sharp and silicious. It shall be subject to the approval 

23 



354 COMPLETE SPECIFICATIONS. 

of the U. S. agent in charge as to fineness, and shall be 
screened and washed if required by him. The cost of all sand 
used in the work shall be included in the contractor's prices for 
laying masonry and concrete. 

i6. Cement. — All cement shall be well packed in 
strong barrels of standard size, lined with paper, so as to be 
reasonably secure from air. It shall be delivered as directed 
by the U. S. agent in charge, in a U. S. warehouse at Sault 
Ste. Marie, Michigan. As soon as possible after its delivery 
it will be inspected, and, if accepted, the United States will be 
responsible for its preservation until it is issued at the ware- 
house to the contractor to use in the work. 

17. Tests of cement will be made at a summer tem- 
perature of 60 degrees Fahrenheit or above. In making tests 
samples may be taken from each and every barrel delivered, 
and a failure of one tenlh of the samples tested shall be suili- 
cient cause for the rejection of ail barrels in the same lot as those 
from which the samples have been taken. The amount of 
cement accepted will be such that the United States will not be 
responsible, at any time, for more cement than will be needed 
during the succeeding month , and only so much cement will 
be iss ed to the contractor as will be needed from day to day 
for immediate use in the work. Should the contractor delay 
the work at any time by an insufficient delivery of cement the 
United States reserves the right to annul so much of the con- 
tract as relates to the delivery of cement, and to purchase else- 
where ail the cement ve ded to complete the work; and all 
increase in cost to the United States resulting from such pur- 
chase shall be deducted from the percentages retained under the 
contract; and thereafter the contractor shall make no claim 
against the United States on account of any delays caused by 
cement not being furnished to him as rapidly as it is needed in 
the work. 

1.8. The U. S. agent in charge shall direct where Port- 
land Cement mortar is to be used, and where Natural Cement 
mortar is to be used. Each shall be thoroughly mixed dry of 
equal parts by measure of cement and sand, and only enough 
clean water added afterwards to form a paste that can be read- 
ily handled with a trowel. The mortar shall be thoroughly, 
mixed and used before it has begun to set, and if required by 
the U. S. agent in charge, the mortar beds shall be protected 
from the sun. 

19. Portland Cement. — This cement shall be of the best 
quality of hydraulic Portland ; no barrel shall weigh less than 
375 pounds gross, and the average gross weight per barrel shall 
not be less than 400 pounds. At least 95 per cent, of the cement, 
by weight, shall pass through a sieve with 2,500 meshes to the 
square inch. The cement shall stand a tensile stress of at least 



SPECIFICATIONS FOR A CANAL LOCK. 355 

400 pounds to the square inch when mixed neat, and exposed 
one day in air and six in water, and when mixed in propor- 
tions by weight, of one part cement to three sand, and exposed 
in the same manner, it shall stand a tensile stress of at least 
125 pounds per square inch. A cement that cracks or checks 
when made into thin cakes or that begins to set in less than 30 
minutes will not be accepted. 

20. American Natural Cement. — This cement shall 
be of the best quality of natural hydraulic cement, of domestic 
production. The average gross weight per barrel shall not be 
les> than 300 pounds. At least 90 per cent, of the cement, by 
weight, shall pass through a sieve with 2,500 meshes to the 
square inch. The cement shall stand a tensile stress of at Icist 60 
pounds per square inch when mixed neat, and exposed one hour, 
or until set, in air, and the remainder of the 24 hours in water, 
and at least 100 pounds per square inch when mixed neat, and ex- 
posed one day in air and six in water, and when mixed in pro- 
portions, by weight, of one cement to one sand, . and exposed 
for seven days as described above, it shall stand a tensile stress 
of at least 50 pounds per square inch. A cement will not be 
accepted that cracks or checks w^hen made into thin cakes, or 
that, when made into stiff mortar, sets hard enough in less than 
30 minutes, to bear a weight of one pound on a wire one twen- 
ty-fourth- of an inch in diameter. 

21. Concrete. — The concrete for foundations shall be 
composed, by measure, of one part cement, one part sand and 
four parts broken stone. The concrete for filling sha'l be com- 
posed, by measure, of one part cement, two paitssand and 
four parts broken stone. The stone for the concrete may be 
obtained from such of the stone in the spoil banks of the lock- 
pit as may be designated by the U. S. agent in charge, who 
will also designate the kind of cement to be used in each case. 
It shall be broken by the contractor to pass in every way through 
a ring 3 inches in diameter, and shall be screened and washed 
clean before being used. 

But the proportions of any or all of the component materials 
of the concrete, either for foundation' or for filling, mav be varied 
bv the engineer officer in charge, or ad-^itional stone in the form 
of pebbles, boulders of the locality crushed to pass through 
a half-inch ring, or crushed quartz from stamp mills may be 
required by the same authority, and when so required the 
changes shall be made, or the additions shall be supplied by the 
contractor without any increase in the price per cubic yard to be 
paid for the concrete in place. 

23. The cement and sand shall first be thoroughly mixed 
dry, the proper quantity of clean water shall then be mixed in 
and the clean moistened stone shall then be added to the mass 



356 COMPLETE SPECIFICATIONS. 

and the whole thoroughly mixed. The amount of water added 
s all be such that no sign of water shall appear until the ram- 
ming of the concrete, as specified below, is nearly finished. The 
concrete shall be thoroughly rammed in place before its cement 
has begun to set. 

/ V. — Construction, 

23. The contractor must clean all broken stone and rub- 
bish from the rock upon which the concrete foundation is to 
rest, and must thoroughly clean and scrub it before any con- 
crete is placed upon it. 

24. The concrete foundation shall extend under the bot- 
tom course of masonry of all walls, but shall not be so laid as 
to interfere with the subsequent laying of the lock floor timbers. 
The top surface of the concrete foundation shall be horizontal 
throughout, and of the levels given the contractor by the U. S. 
agent in charge. The concrete shall be deposited in layers iiot 
more than 6 inches in thickness, and thoroughly rammed, as 
soon as laid, with rammers weighing not less than 35 pounds. 

25. Unless specially directed otherwise by the engineer 
officer in charge, the walls shall be carried up in such a manner 
that not more tnan three courses shall be unfinished at a time. 
The stones shall be prepared for their respective places they are 
to occupy in the work before thev are brought on the whIIs; 
moving stones about on the walls will not be permitted, and no 
dressing, except by special permission of the U. S. agent in 
charge, will be allowed on anv stone after it is in the wall. 

26. Generally the backing shall be laid in courses not ex- 
ceeding two feet in height, and must be leveled off with the top 
surface of each course of the face stone. But the engineer 
officer in charge mav occasionallv permit the use of backing 
stone of more than two feet in thickness, in which case the 
course shall not exceed four feet in thickness and must be level- 
ed off with the top surface of every second course of face stone. 
The bottom stones of each course of backing shall brea': all 
vertical joints at least 9 inches with the top stones of the course 
below. Whenever possible, in each course, all stones shall 
break joints at least 9 inches with all stones adjacent to them. 
The backing shall not be laid in advance of the face stones. 

27. No cut stone shall be laid after dark. Every stone, 
both cut stone and backing, shall be laid in a full bed of mor- 
tar, and shall be carefully settled in place in a mann_M- satisfac- 
tory to the U. S. agent in charge. All vertical joints shall be 
completely filled with mortar. The spaces in vertical joints due 
to irregularities of form of the backing stones, shall all be filled 
solid with selected hammer shaped stones and spalls, carefully 
laid and settled in mortar, but no spalls or wedges of any kmd 



SPECIFICATIONS FOR CANAL LOCK. 357 

will be permitted in horizontal joints. The use of grout is pro- 
hibited. 

28. Where the work is in progress the masonry and con- 
crete shall be kept wet and free from dirt. All stones shall be 
washed cleaji just before they are brought on the wall, and the 
beds and joints of all stones shall be moistened with water just 
before they are laid. 

29. AH irons that must be built in or attached to the 
masonry, such as gate anchorages and pivot p'ates, snubbmg 
hooks, miter wall bolts, etc., will be furnished the contractor at 
the site by the United States. The contractor must place all 
these irons in the positions indicated by the detailed drawings 
that will be furnished him at the time, and, as no additional 
compensation will be allowed for this work, its cost must be 
included in the prices bid for laying masonry. 

30. Before filling of any kind is placed behind the w^alls, 
the exposed joints of the backing must be rough pointed by the 
contractor, with stiff cement mortar. The cut stone masonry 
will be pointed by the United States before the completion of 
the contract, and the contractor is not to interfere in any way 
with the emj^loyees of the United States engaged in this work. 

31. Neither m^sonrv nor concrete shall be laid from 
November 15 to April 15 inclusive, nor at any other time dur- 
ing freezing weather. The U. S. agent in charge will inform 
the contractor when the laying of masonry or conci^ete shall be 
stopped on this account. No holes that will hold water shall 
be left in the walls during winter. All portions of the walls 
remaining unfinished over winter must be thoroughly protected 
by the contractor by suitable covering against the action of 
frost. Before laying any masonry in the spring, all mortar 
that has been injured by frost shall be removed from all the 
joints by the contractor, and they shall then be properly refilled 
by him without additional compensation. 

32. The space between the back of the walls and the rock 
face of the lock- pit shall be filled with concrete, laid as 
described for the concrete foundations and carried up simulta- 
neously with the walls. 

33. Except where indicated by the U. S. agent in 
charge, the space behind the walls, above the concrete filling, 
shall be filled with material taken from such parts of the spoil 
banks of the lock-pit as may be indicated by the U. S. agent hi 
charge. It shall be placed in horizontal layers not exceeding 
one foot in thickness, and after being well dampened with 
water shall be thoroughly rammed with rammers weighing not 
less than 35 pounds each. Between the south wall and the 
lock of 1 88 1, all depressions below the level of the coping of 
the two locks shall be filled to this level ; and behind the north 
wall the top surface of the filling shall be on a level with the 



358 COMPLETE SPECIFICATIONS. 

coping, and shall extend back to a line parallel to the face of 
the north wall and 50 feet from it. All slopes of the filling 
shall be at least i on 2. No stones will be permitted in the 
filling of a greater volume than one cubic foot, and the filling 
shall be carried up simultaneously with the walls. • 

34. The contractor shall be responsible for the preserva- 
tion of the slopes of the lock-pit until the completion of 
work under the contract, and immediately thereafter he shall 
remove all of his machinery, all rubbish and loose material, 
from between the walls. 

v.— General. 

35. The approximate estimate of materials to be fur- 
nished, and the work to be done under these specifications, is 
as follows: 

Portland cement to be delivered, 22,000 bbls. (more^ or 
less). 

Natural cement to be delivered, 75,000 bbls. (more or 
less). 

Cut stone to be delivered, 20,000 cubic yards, solid meas- 
ure (more or less). 

Cut stone to be laid, 20,000 cubic yards, solid measure 
(more or less). 

Backing to be delivered, 55,000 cubic yards, solid measure 
(more or less). 

Backing to be laid, 59,000 cubic yards, solid measure 
(more or less). 

Concrete to be laid, 5,000 cubic yards, measured in place 
(more or less). 

Earth to be filled behind walls, 70,000 cubic yards, meas- 
ured in place (more or less). 

36. Bidders will state the price per unit for the several 
items separately, but the aggregate determined from the prices 
and the above approximate quantities will be considered as one 
bid. No claim shall be made against the United States on 
account of any excess or deficiency, absolutely or relativelv, in 
the amounts as stated above. Sufficient material shall be fur- 
nished, and suflicient work done, to complete the masonry, etc., 
as specified, and bidders are requested to make the estimate of 
quantities for themselves. The contractor's prices tor the 
various items shall cover all costs of labor, appliances, and 
materials, and all expenses of whatever nature (except super- 
intendence by U. S. agents), that may arise during the progress 
of the work. The best quality of materials and workmanship 
will be required and the cost to the Unit'-d States will be but 
one element in delermining the award of the contract. 



SPECIFICATIONS FOR CANAL LOCK. 359 

37. The work will not be finally accepted until the con- 
tractor shall have made good any injury that may have been 
done to work included in any previous estimates, and the con- 
tract shall have bc-en completed. The United States will not 
be responsible for the safety of the employees, plant, or mate- 
rials used by the contractor, nor for any damage done by or to 
them from any source or cause whatever. While in the canal, 
the contractor's plant shall be subject to the rules which govern 
vessels passing through it, and to this extent shall be under the 
orders of the superintendent of the canal. 

38. All the work under these specifications shall be car- 
ried on under, and in conformity with, the direction of the 
U. S. agent in charge. Should any changes in any of 
the plans be made by the engineer officer in charge during the 
progress of the work, the contractor shall conform to them, and 
a fair allowance will be paid for any changes, w^hich, in the 
judgment of the engineer officer in cl.arge, materially increase 
the cost of the work. No "extras" of any kind will be paid 
for, however, unless they have been specially ordered in writ- 
ing, and their price stated in writing, by the engineer officer 
in charge, before work on them has begun. All rejected mate- 
rial shall be removed from the work immediately by the con- 
tractor at his own expense. 

39. Contingent upon such appropriations as may from 
time to time be made by law, payments will be made upon 
monthly estimates of the amounts of work and materials 
accepted during the preceding month. The monthly estimates 
will be made as follows: 

1. Portland cement delivered and accepted. 

2. Natural cement delivered and accepted. , 

3. Seventy-five per cent, of the cut stone delivered and 
accepted (before it is laid). 

4. Twenty-five per cent, of the cut stone delivered and 
accepted (after it is accepted in the wall). 

5. Laying of cut stone after it is accepted in the walk 

6. Backing delivered and accepted (after it is laid). ' 

7. Laying of backing, after it is accepted in the walls., 

8. Laying of concrete, after it is accepted in place. 

9. Earth filling behind walls, after it is accepted in place. 
For all cut stone and backing items, payment will be made 

only for the volume actually occupied by the stones in the 
completed wall. No payment will be made for the volume 
lost in cutting stones to their proper shapes. 

Until the completion of the contract, the contractor shall 
be responsible for the preservation of all previously accepted 
work or material, the cement while in custody of the United 
States alone excepted, and eac 1 monthly estimate to be dimin- 
ished first by the ten per cent, to be retained from each pay- 



360 COMPLETE SPECIFICATIONS. 

ment, and second, by the estimated value of all previously 
accepted work or material injured or wasted during the pre- 
ceding month. 

40. In case it be deemed advisable, at the request of the 
contractor, to extend the contract or modify it in any manner, 
all cost to the United States >4-esulting therefrom may be 
deducted from the final payment, and only the remainder will 
be paid to the contractor. 

41. Work under the contract shall be begun on or before 
May 15, 1891, and entirely completed on or before November 
15, 1893. The total amount of the contractor's monthly esti- 
mates by the end of the first season's work under the contract 
shall be at least one fifth of the total amount of the approxi- 
mate estimate given above ; and by the end of the second sea- 
son's work, the total of the contractor's monthly estimates shall 
be at least three fifths of the same approximate estimate. In 
case the total estimates for the work done by the end of ^ny 
season shall be less than specified above, the United States 
shall have the right to annul the contract and finish the work, 
and the contractor and his bondsmen shall be liable for any 
increase of cost to the United States over that proposed and 
agreed upon for the entire work as specified. In case the con- 
tract is annulled as described above, all amounts that may be 
due the contractor at the time shall be forfeited to the United 
States. 

42. The River and Harbor Act of September 19, 1890, 
in making the appropriation for continuing the work of improv- 
ing St. Mary's river, provides: 

" * * * That such contracts as\ 7nay be desirable 
may be entered into by the Secreta?y of War for materials and 
labor for the entire structure and approaches^ or any pa7't of 
the saf?ie^ to be paid for as appropriations may from time to 
time be 7nade by law."" 

The amount of funds available at any time for work under 
the contract will be obtained by deducting from the total funds 
on hand for improving St. Mary's river, the estimated amounts 
necessary for all the contingencies of engineering, superintend- 
ence, etc., etc. 

43. If any person employed by the contractor on any part 
of the work, or upon any work pertainino^ thereto, should appear 
to be incompetent or objectionable, he shall be discharged 
immediately upon the requisition of the engineer officer in 
charge, and such person shall not again be employed in con- 
nection with the work or any part of it. 

In case of differences arising between the contractor and 
the U. S. agent in charge, in regard to the work or to these 
specifications, appeal may be made to the engineer officer in 
charge, and his decision shall be final. 



SPECIFICATIONS FOR 800 FOOT LOCK. 



361 



No advantage shall be taken of any error or omission in .the 
foregoing specifications, as full information will be given upon 
application. 

APPROXIMATE BILL OF CUT STONE REQUIRED FOR 800 FOOT LOCK AT ST. 
MARY'S FALLS CANAL, MICHIGAN. 



No. of 
Pieces. 


Dimensions of 
Each Piece. 


Cu. Ft. 

in Each 

Piece. 


No. of 
Pieces. 


Dimensions of 
Each Piece. 


Cu. 1^'t. 

in Each 

Piece. 




Ft. 


Ft. 


Ft. 






Ft. 


Ft. 


Ft. 




36 


2 


5 


5K 


55 


6 


2 


6K 


8M 


Ill 


7752 


2 


3 


6 


36 


8 


2 


5 


7>^ 


75 


186 


2 


6 


6>^ 


78 


10 


2 


3 


4M 


26 


348 


2 


3 


7 


42 


4 


2 


5 


5)4 


53 


102 


2 


4^ 


6 


57 


32 


2 


^Vz 


6 


66 


194 


2 


3 


6^ 


40 


2 


2 


6^ 


7K 


102 


138 


2 


4 


6 


48 


4 


2 


3>^ 


7 


49 


166 


2 


3 


6M 


33 


6 


2 


4K 


6% 


60 


186 


2 


^Vz 


6 


42 


16 


2 


3>^ 


5 


35 


276 


2 


3 


6K 


39 


8 


2 


4 


7K 


60 


152 


2 


4>i 


6 


51 


36 


2 


4><< 


5 


45 


230 


2 


5 


6 


60 


8 


2 


2^ 


7 


39 


38 


2 


2% 


6 


30 


61 


2 


3 


4)^ 


27 


10 


2 


5 


7 


70 


16 


2 


4 


5>^ 


44 


12 


2 


5 


6K 


65 


28 


2 


3 


^Vz 


21 


227 


2 


4>^ 


6 


54 


172 


2 


2 


4 


16 


12 


2 


3>^ 


6 


39 


190 


2 


2^ 


5 


28 


64 


2 


3^ 


6 


45 


77 


2 


2^ 


6 


33 


66 


2 


6 


734 


87 


12 


2 


2>^ 


4 


20 


36 


2 


3 


5>^ 


33 


8 


2 


2 


5K 


21 


30 





6 


6 


72 


4 


2 


2 


2K 


10 


273 


2 


3 


5 


30 


10 


2 


3 


3 


18 



362 



COMPLETE SPECIFICATIONS. 



APPROXIMATE BILL OF CUT STONE REQUIRED FOR 800 FOOT LOCK AT ST. 
MARY'S FALLS CANAL, MICHIGAN. 



No. of 
Pieces. 


Dimensions of 
Each Piece. 


Cu. Ft. 

in Each 

Piece. 


No. of 
Pieces. 


Dimensions of 
Each Piece. 


Cu. Ft. 

in Each 

Piece. 




Ft. 


Ft. 


Ft. 




Ft. 


Ft. 


Ft. 




6 


2 


3 


4 


24 


4 


2 


4>^' 


5>^ 


50 


8 


2 


o 


•^^i 


23 


4 


2 


3 


83^ 


50 


G 


2 


3 


5^^ 


34 


26 


2 


2% 


4^ 


26 


2 


2 


m 


5>.< 


3G 


28 


2 


3^ 


4>^ 


33 


34 


'2 


^2 


5 


20 


21 


2 


4 


4>^ 


36 


8 


2 


o 


2K 


11 


14 


2 


3 


8^ 


53 


4 


2 


o 


o% 


14 


14 


2 


3 


7^ 


47 


4 


2 


21/ 


6>4 


31 


12 


2 


4>^ 


4>^ 


41 


12 


2 


G>^ 


9>4 


120 


4 


2 


33^ 


8M 


57 


74 


2 


53^ 


6 


C9 


8 


2 


3>i 


7 


46 


74 


o 


3 


5^^ 


32 


14 


1>^ 


3M 


6 


29 


2 


2 


4^ 


ry. 


Co 


11 


2.14 


5 


6 


75 


2 


2 


3>^ 63£ 


47 


10 


2)^ 


3 


5 


38 


14 




4 C>^ 


52 


4 


3 


33^ 


^% 


63 


100 


2 


3 7i<< 


45 


7 


3 


3 


m 


70 


2 


2 


6 


7 


84 1 


6 


3 


3K 


3H 


37 


2 


o 


C 


G'A 


81 I 


G 


3 


3 


3H' 


32 


14 


2 


8 


sy. 


136 


5 


3 


3K 


7K 


76 


14 


2 


73^ 


7X2 


113 


5 


3 


33^ 


6>4 


66 


98 


2 


2^ 


^% 


25 


2 


3 


31^ 


7K 


79 


91 


2 


5^ 


W^ 


86 


12 


334 


sy. 


6 


68 


4 


2 


6 


^K 


102 


28 


z^A 


z% 


6 


74 



SPECIFICATIONS FOR 800 FOOT LOCK. 



363 



APPROXIMATE BILL OF CUT STONE REQUIRED FOR 800 FOOT LOCK AT ST. 
MARY'S FALLS CANAL, MICHIGAN. 



No of 
Pieces. 


Dimensions of 
Each Piece. 


Cu. Ft. 1 
in Each 
Piece. 


No of 
Pieces. 


Dimensions of 
Each Piece. 


Cu. Ft. 

in Each 

Piece. 




Ft. 


Ft. Ft. 




Ft. 


Ft. 


Ft. 




2 


3K 


4K 


7K 


118 

1 


52 


IK 


3 


5 


23 


2 


3K 


4 


4K 


63 


8 


IK 


3 


5M 


24 


2 


3>^ 


4K 


6 


95 i 


64 


IK 


3 


4K 


20 


2 


zy. 


5K 


7K 


144 


36 


IK 


3 


7K 


34 


2 


2H 


3K 


4K 


43 


12 


IK 


3 


5K 


25 


2 


3}4 


8 


8K 


238 


8 


IK 


5)i 


6 


47 


2 


3}4 1% 


7K 


197 


2 


IK 


5 


7 


53 


50 


% 11 


8 


6 


2 


IK 


4 


7 


42 


2 


^3 1/. 


8 


8 

i 


8 


IK 


3 


G^ 


30 


1052 


^Vz 


3 


6 


27 


4 


IK 


4 


7K 


45 


i '^ 


IK 


3 


7 


32 


6 


IK 


4 


6 


36 


22 
1 


IK 


5 


6 


45 


2 


IK 


3K 


5 


26 


1 

8 


IK 


4M 


6 


39 


4 


IK 


4 


4K 


27 


28 


IK 


3> 


6K 


29 


4 


IK 


3 


4 


18 


30 


IK 


3K 


6 


32 


6 


IK 


4K 


5 


34 


8 


IK 


2K 


6 


23 


o 


IK 


6 


6 


54 


30 


IK 


3% 


6 


34 


134 


IK 


3 


5 


26 


2 


IK 


2K 


4K 


17 


132 


1% 


5 


6 


53 


36 

2 


IK 


4K 
2K 


6 

7K 


41 

28 


2 


1% 


5 


5 


43 


IK 






14 


IK 


6 


7>i 


65 


iTotal No. Stone 13,£ 


04^ ^« 


4 • 


IK 


4K 


7 


47 


|Total Vol. Cu. Yds....l9,C 

1 


188 J |l 



Note. — The linear dimensions are given to the nearest 
quarter of a foot, and the volume to the nearest cubic foot. 
They describe a prism from vshich the required finished stone 
may be cut. 



364 COMPLETE SPECIFICATIONS. 

Payments are not to be made by this bill, but upon the 
volume of stone laid in the wall after being cut to the proper 
dimensions. 

PROPOSAL. 
TO COLONEL O. M. POE, 

Corps of Eiigineers^ U. S. A., Detroit^ Mich. 

1 89—. 

Sir — In accordance with your advertisement of Novem- 
ber 28, 1890, inviting proposals for furnishing all material and 
labor and building the Masonry of a Lock, at Saint Mary's 
Falls Canal, Mich., and subject to all the conditions and 
requirements thereof, and of your instructions to bidders and 
specifications dated November 28, 1890, copies of all of which 
are hereto attached, and, so far as they relate to this proposal, 
are made a part of it, we (or) I propose to furnish all mate- 
rials, appliances and labor, and do the work as specified, at the 
prices named below, namely: 

Deliver at Sault Ste. Marie, Mich., twenty-two thousand 
(22,000) barrels (more or less) of Portland Cement at the 

rate of ( ) dollars and ( ) cents per 

barrel. 

Deliver at Sault Ste. Marie, Mich., seventy-five thousand 
(75,000) barrels (more or less) of Natural Cement, at the rate 
o± ( ) dollars and ( ) cents per barrel. 

Deliver at Sault Ste. Marie, Mich., twenty thousand 
(20,000) cubic yards (more or less), solid measure, cut stone, 

at the rate of ( ) dollars and ( ) cents 

per cubic yard. 

Lay in the lock walls twenty thousand (20,000) cubic 
yards (more or less), solid measure, cut stone, at the rate of 

( ) dollars and ( ) cents per cubic yard. 

Deliver at Sault Ste. Marie, Mich., fifty-five thousand 

(55,000) cubic yards (more or less), solid measure, backing 

stone, at the rate of ( ) dollars and ( ) 

cents per cubic yard. 

Lay in the lock wall fifty-nine thousand (59,000) cubic 
yards (more or less), solid measure, backing stone, at the rate 

of ( ) dollars and ( ) cents per cubic 

yard. 

Lay in the foundations, etc., of the lock, five thousand 
(5,000) cubic yards (more or less) concrete, at the rate of 

( ) dollars and ( ) cents per cubic yard 

measured in place. 

Fill behind walls seventy thousand (70,000) cubic yards 
(more or less) earth, at the rate of ( ) dollars and 

( ) cents per cubic vard, measured in place. 



SPECIFICATIONS FOR 800 FOOT LOCK. 



365 



We [or] I make this proposal with a full knowledge of 
the kind, quantity, and quality of the articles required, and of 
the work to be done, and, if it is accepted, will, within ten (lo) 
days after leceiving written notice of such acceptance, enter 
into contract, with good and sufficient sureties, for the faithful 
performance thereof. 



witness: 



(Signature) [seal] 

(Address) 

. (Signature) [seal] 

(Address) 

. (Signature) [seal] 

(Address) 

.(Signature) [seal] 

(Address) . . . 

(Signature) [seal] 

(Address) 

. ( Signature ) [SEAL] 

(Address) 

(Sign in Triplicate.) 



GUARANTY. 



We, — 

— , in the state of- 



:,of 



in the state of 



and 



-, of 



— , hereby guarantee and bind ourselves 
and each of us, our and 'each of our heirs, executors and admin- 
istrators, to the effect that if the bid of herewith accom- 
panying, dated , 189 — , for furnishing all materials and 

labor, and building the Masonry of a Lock at Saint Mary's 
Falls Canal, shall be accepted, in whole or in part, within 
sixty (60) days from the date of the opening of proposals, the 

said bidder , will, within ten (10) days after being 

notified of such acceptance, enter into a contract with the 
United States in accordance with the terms and conditions of 
the advertisement, and will give bond with good and sufficient 
sureties for the faithful and proper fulfillment of the same. 
And in case the said bidder shall fail to enter into con- 
tract within the said ten (10) days with the proper officer of 
the United States, and furnish good and sufficient bond for the 
faiiht'ul performance of the same according to the terms of said 
bid and advertisement, we and each of us hereby stipulate and 
guarantee, and bind ourselve-i and each of us, our and each of 
our heirs, executors and administrators, to pay unto the United 
States the difference in money between the amount of the bid 

of the said bidder and the amount for which the proper 

officer of the United States may contract with another party to 
furnish said materials and la'^or and build the Masonry of a 



366 COMPLETE SPECIFICATIONS. 

Lock, as specified, if the latter amount be in excess of the for- 
mer, for the whole work covered by the proposal. 



Witnesses 



Dated 189.. 

[Executed in Triplicate.] 



[SEAL.] 
[SEAL.] 



JUSTIFICATION OF THE GUARANTORS. 

STATE OF 



County of ^^^ 

I, , one of the guarantors named in the within guar- 
anty, do swear that I am pecuniarily worth the sum of two 
hundred thousand dollars, over and above all my debts and 
liabilities. 

(Signature of Guarantor.) ^ 

Before me, 

(Signature of Officer administering oath, with seal, if any.) 

STATE OF \ „„ 

County of J ^^• 

I, , one of the guarantors named in the within guar- 
anty, do swear that I am pecuniarily worth the sum of two 
hundred thousand dollass, over and above all my debts and 
liabilities. 



(Signature of Guarantor.)— 

Before me, 

(Signature of officer administering oath, with seal, if any.) 



CERTIFICATE. 

I, , do hereby certify that and , the 

guarantors above named, are personally known to me, and, 
that, to the best of my knowledge and belief, each is pecun- 
iarily worth, over and above all his debts and liabilities, the 
sum stated in the accompanying aflidavit subscribed by him. 

(Signature of certifying official.) 



Note. — The certificate maybe given sej^arately as to each 
guarantor, and modified accv-»idingly. 

O. M. P. 



SPECIFICATIONS AND CONTRACT FOR DAM. 367 

173. Complete Specifications and Contract for 
Dam No. 5, Southborough, of the Boston Water- 
works, July, 1893. 

ADVERTISEMENT. 



TO CONTRACTORS. 



Sealed proposals addressed to the Boston Water Board, 
and endorsed "Proposals for building Dam No. 5 in the Town 
of Southborough," will be received by the Boston Water Board, 
at their office, City Hall, Boston, Mass., until 12 o'clock M., 
of Monday the seventeenth day of July, 1893, and at that time 
will be publicly opened and read. 

Each bidder must make a personal examination of the loca- 
tion of the dam. 

All bids must be made upon blank forms, to be obtained 
of the City Engineer, Boston, must give the prices proposed, 
both in writing and in figures, and be signed by the bidder, 
with his address. 

Each bid is to be accompanied by a certified check for two 
thousand dollars ($2,000), pavable to the City of Boston, said 
check to be returned to the bidder unless he fail to execute the 
contract, should it be awarded to him. 

A bond for one hundred thousand dollars ($100, 000) will be 
required for the faithful performance of the contract, the sure- 
ties to be residents of Massachusetts, and satisfactory to said 
Boston Water Board. 

The person or persons to whom the contract may be award- 
ed will be required to appear at this office with the sureties 
offered by him or them, and execute the contract within six 
days (not including Sunday) from the date of notification of 
such award, and the preparation and readiness for signature of 
the contract; and in case of failure or neglect so to do, he or 
they will be considered as having abandoned it, and the check 
accompanying the proposal shall be forfeited to the City of 
Boston. 

All bids will be compared on the basis of the Engineer's 
estimate of quantities of work to be done, which is as follows: — 
(«) 14,000 cubic yards soil excavated and placed in spoil- 

banks. 
{aa) 13,900 cubic yards soil excavated from spoil-banks and 

placed on dam. 
{6) 1,610 square yards sodding. 

{6^) 5 acres seeding. 

(c) 230,000 cubic yards earth excavation (trenches, embank- 
ments, and backfilling). 

(cc) 10,000 cubic yards rehandling of excavated materials. 



368 COMPLETE SPECIFICATIONS. 

(<3?) 13,400 cubic yards rock excavation. 

(<?) 2,000 feet board measure timber work. 

(^ee) 2,000 feet board measure timber work (tongued and 

grooved). 
(_/") 800 barrels Portland cement. 

is) 14,000 cubic yards concrete- masonry. 

(gg) Soo cubic yards concrete masonry, 

(/^) 9^270 square yards plastering. 

(^) 256 cubic yards brick masonry. 

Cy) 75^^ cubic yards paving. * 

(%) 10, 100 cubic yards riprap. 

(/) 5^400 cubic yards broken stone, f 

(;;/) 22,200 cubic yards rubble-stone masonry. 
(;2) 13,300 square feet facing stone masonry (broken ashlar 

work ) . 
(<?) 35^50 cubic yards facing stone masonry (range work). 

(^) 320 linear feet coping. 

(^) 290 cubic yards dimension stone masonry. 

(r) 4,110 square feet hammered work. 

(5) 1,000 cubic yards masonry laid in American cement 

mortar i to i, an additional price per cubic 

yard. 
(/) 1,000 cubic yards masonry laid in Portland cement 

mortar i to i, an additional price per cubic 

yard 
(2/) 1,000 cubic yards masonry laid in Portland cement 

mortar i to 2, an additional price pei* cubic 

yard. 
(z>) 1,000 cubic yards masonry laid in Portland cement 

mortar i to 3, an additional price per cubic 

yard, 
(w) ^o75 Ihiear feet of walk. 

These quantities are approximate only, and the Boston 
Water Board expressly reserves the right of increasing or dimin- 
ishing the same, as may be deemed necessary by its Engineer. 
Plans can be seen, and specifications and forms of proposal 
and contract obtained, at the office of the City Engineer, City 
Hall, Boston. 

The Boston Water Board reserves the right to reject any 
or all bids, should it deem it to be for the interest of the City 
of Boston so to do. ROBERT GRANT, 

JOHN W. LEIGHTON, 
THOMAS F. DOHERTY, 

Boston Water Board, 

Office of Boston Water Board, 
City Hall, Boston, July i, 1S93. 

♦3,200 cubic yards if riprap is U3cj. f i,Sjo cubic yards if riprap is used. 



SPECIFICATIONS AND CONTRACT FOR DAM. 369 

PROPOSAL 

TO THE BOSTON WATER BOARD FOR BUILDING DAM NO. 5 IN THE 
TOWN OF SOUTHBOROUGH. 

The undersigned hereby declares that he has carefully ex- 
amined the annexed form of contract and specifications and the 
drawings therein referred to, and made an inspection of the 
site of the proposed dam, and will provide all necessary ma- 
chinery, tools, apparatus, and other means of construction, and 
do all the work and furnish all the materials called for by said 
contract and specifications and the requirements under them of 
the Engineer, for the following sums, to wit: 

(a) For the removal of soil excavated and placed in 

spoil banks, including all incidental work, the sum of 

($ ) per cubic yard. 

(aa) For the removal of soil taken from spoil banks or 
from other places and placing on the slopes of the embank- 
ment, including all incidental work, the sum of ($ ) 

per cubic yard. 

(3) For sodding, including all incidental work, the sum 
of ($ )p6i* superficial square yard. 

(3(5) For seeding, including all incidental work, the sum 
of ($ ) per acre. 

(c) For eaith excavation, including its disposal in em- 
bankments and refilling, or as otherv^'ise ordered by the engi- 
neer, and all incidental work, the sum of ($ ) per 

cubic yard. 

(cc) For rehandllng of excavated materials from spoil 
banks and placing, including all incidental work, the sum of 
($ ) per cubic yard. 

{d) For rock excavation, including its disposal and all 
incidental work, the sum of ($ ) per cubic yard. 

(^) For permanent timber work, except tongued and 
grooved timber, placed, including all incidental work, the sum 
of ($ ) per thousand feet B. M. 

(^^) For permanent timber work, tongued and grooved, 

placed, including all incidental work, the sum of ($ ) 

per thousand feet B. M. 

(f) For Portland cement ordered by the engineer, 
delivered where ordered on the work, in barrels contaming 400 

pounds, including all incidental work, the sum of 

($ ) per barrel. 

(g) For concrete masonry, in place, formed of five parts 
of broken stone or screened gravel, to one part of cement, and 
made with American cement mortar mixed in the proportion of 
one part of cement to two parts of sand, including all incidental 
work, the sum of ($ ) per cubic yard. 

24 



370 COMPLETE SPECIFICATIONS. 

(^gg^ For concrete masonry, in place, formed of three 
parts of broken stone or screened gravel to one part of cement, 
and made with American cement mortar mixed in the propor- 
tion of one part of cement to two parts of sand, including all 
incidental work, the sum of ($ ) per cubic yard. 

(//) For plastering all concrete walls with Portland 

cement, including all incidental work, the s-um of ($ ) 

per superficial square yard. 

(t) For brick masonry, laid in Portland cement mortar 
mixed in the proportion of one part of cement to two parts of 
sand, and including all pointing, centering, etc., and removing 

the same, and all incidental work, the sum of ($ ) 

per cubic yard. 

(y) For paving in place, including all incidental work, 
the sum of ($ ) per cubic yard. 

(/^) For riprap in place, including all incidental work, 
the sum of ($ ) per cubic yard. 

(/) For broken stone in place (other than that used in 
making concrete and the walk), including all incidental work, 
the sum of ($ ) per cubic yard. 

(/w) For rubble-stone masonry, laid in American cement 
mortar, mixed in the proportion of one part of cement to two 

parts of sand, including all incidental work, the sum of 

($ ) per cubic yard. 

(/z) For face work of broken ashlar, in addition to the 
price paid per cubic yard as rubble, including pointing in neat 

Portland cement, and all incidental work, the sum of 

($ ) per superficial square foot. 

(^) For facing stone masonry of range stones laid in 
American cement mortar mixed in the proportion of one 
part of cement to two parts of sand and pointing in neat 

Portland cement, including all incidental work, the sum of 

($ ) per cubic yard. 

(^) For coping laid in place, and pointed in neat 
Portland cement, including all incidental work, the sum of 
($- ) per linear or running foot. 

(^) For dimension stone masonry laid in American 
cement mortar mixed in the proportion of one part of cement to 
two parts of sand, including pointing in neat Portland cement, 

centering, etc., and all incidental work, the sum of 

($ ) per cubic yard. 

(r) For fine hammer dressing (six cut work) the sum of 
($ ) per superficial square foot. 



(^) For all kinds of masonry laid in American cement 
mortar mixed in the proportion of one part of cement to one 
l)art of sand, in addition to the prices per cubic yard herein- 
before stipulated to be paid for the same class of masonry laid 
in American cement mortar mixed in the proportion of one part 



SPECIFICATIONS AND CONTRACT FOR DAM. 371 

of cement to two parts of sand, the sum of ($ ) per 

cubic yard. 

(/) For all kinds of masonry laid in Portland cement 
mortar mixed in the proportion of one part of cement to one 
part of sand, in addition to the prices per cubic yard hereinbefore 
stipulated to be paid for the same class of masonry laid in 
American cement mortar mixed in the proportion of one part of 

cement to two parts of sand, the sum of ($ ) per 

cubic yard. 

(2^) For all kinds of masonry laid in Portland cement 
mortar mixed in the proportion of one part of cement to two 
parts of sand, in addition to the prices per cubic yard herein- 
before stipulated to be paid for the same class of masonry laid 
in American cement mortar mixed in the proportion of one part 

of cement to two parts of sand, the sum of ($ ) per 

cubic yard. 

(z;) For all kind* of masonry laid In Portland cement 
mortar mixed in the proportion of one part of cement to three 
parts of sand, in addition to the price per cubic yard herein- 
before stipulated to be paid for the same class of masonry laid 
in American cement mortar mixed in the proportion of one part 

of cement to two parts of sand, the sum of ($ ) per 

cubic yard. 

(w) For building walk, including all incidental work, the 
sum of ($ ) per linear or running foot. 

{x) For all extra work done by written order of the Boston 
Water Board, its actual reasonable cost to the Contractor, as 
determined by the City Engineer, plus fifteen per cent, of said 
cost. 

Accompanying this proposal is a certified check for two 
thousand dollars ($2,000), which it is agreed shall become the 
property of the city of Boston, if, in case this proposal shall be 
accepted by the Boston Water Board, the undersigned shall fail 
to execute a contract with said city under the conditions of this 
proposal within the time provided for by the advertisement for 
proposals ; otherwi-se said check shall be returned to the under- 
signed. 

No member of the city council, and no person in any oflEice 
or employment of the city of Boston is directly or indirectly 
interested in this proposal or in any contract which maybe made 
under it, or in expected profits to arise therefrom ; and this pro- 
posal is made in good faith without collusion or connection with 
any other person bidding for the same work. 

Name 

Address 

Date 1S93. 



372 COMPLETE SPECIFICATIONS. 

CITY OF BOSTON. 

BOSTON WATER WORKS. 

CONTRACT AND SPECIFICATIONS FOR BUILDING DA^I 
NO. 5, IN THE TOWN OF SOUTHBOROUGH. 

This Agreement^ made and concluded this 



day of in the year one thousand eight 

hundred and ninety-three, between the City of Bos- 
ton, by its Boston Water Board, of the first part, 

and in the State of 

of the second part : 
Commence- ^^ WitnessetJi.. That for and in consideration of 

ment of . ' i • r • 1 

Work. the payments and agreements hereniaiter mentioned, 
to be made and performed by the said party of the 
first part, and under the penalty expressed in a bond 
bearing even date with these presents and hereunto 
' annexed, the said party of the second part agrees 
with the said party of the first part to commence the 
work herein required to be done, within fourteen 
days after the signing of this contract and to proceed 
with the woik m such order and at such times, 
points, and seasons, and with such force as may, 
from time to time, be directed by the engineer, and 
at his own proper cost and expense, to do all the 
work and furnish all the materials called for by this 
agreement, in the manner and under the conditions 
hereinafter specified. 
Completion of And the said party of the second part hereby 

Work. agrees to complete all the work called for under this 
agreement, in all parts and requirements and in full 
conformity with the plans and specifications on or 
before November l, 1896; provided, however, that 
the water board shall have the right at their discre- 
tion to extend the time for said completion of the 
work. It is further agreed that the permitting of 
said party of the second part to go on and finish 
said work after the time specified for its completion 
shall not operate as a waiver of any of the rights of 
said city under this contract. 

Referee. B. To prevent all disputes and litigation it is fur- 
ther agreed, by and between the parties to this con- 
tract, that the city engineer of Boston (meaning 
thereby the individual at any time holding the posi- 
tion or acting in the capacity of the engineer of the 
Boston Water Board) shall be referee in all cases to 
determine the amount or the quantity of the work 
which is to be paid for under this contract, and 10 



SPECIFICATIONS AND CONTRACT FOR DAM. 373 

decide all questions which may arise relative to the 
fulfillment of this contract on the part of the con- 
tractor, and his estimates and decisions shall be final 
and conclusive ; also that said engineer, by himself, 
or by assistants and ins-pectors, acting for him, shall 
inspect the work to be done under this agreement to 
see that the same is done strictly in accordance with 
the requirements of the specifications hereinafter set 
forth. 

C. The parties further agree that wherever in this 
contract the words defined below are used, they shall 
be understood to have the meanings herein given : 

The term "water board" shall mean the Bos- Water Board, 
ton Water Board, or any board or committee duly 
authorized to represent the city of Boston in the 
execution of the work covered by this contract. 

The word "engineer" when not further quali- Engineer. 
fied, shall mean the said city engineer or his prop- 
erly authorized agents, limited by the particular 
duties entrusted to them. 

The word "contractor" shall mean the person Contractor, 
or persons, co-partnership or corporation, who have 
entered into this contract as party of the second part, 
or his or their legal representatives. 

D. It is further agreed that the quantities of work 
to be done and materials to be furnished, as given 
in the accompanying notice to contractors are only 
for the purpose of comparing the bids offered for the 
work under the contract on a uniform basis ; and it 
is hereby agreed that the Boston Water Board 
expressly reserves the right to increase or diminish 
the above mentioned quantities, or any of them, as 
may be deemed necessary by the engineer. 

E. The plans and specifications are intended to be Plans, 
explanatory of each other; but should any discrep- 
ancy appear, or any misunderstanding arise as to the 
import of anything contained in either, the parties 
hereto further agree that the explanation and deci- 
sion of the city engineer shall be final and binding on 

the contractor; and all directions and explanations 
required, alluded to, or necessary to complete any 
of the provisions of this contract and specifications 
and give them due effect, shall be given by the said 
engineer. Corrections of errors, or omissions in 
drawings or specifications may be made by the said 
engineer, when such corrections are necessary for 
the proper fulfillment of the intention of such draw- 
ings or specifications, the effect of such corrections 



374 COMPLETE SPECIFICATIONS. 

to date from the time that the said engineer gives 
due notice thereof to said contractor. 
Alterations. F. It is further agreed that the city engineer may 
make alterations in the line, grade, plan, form, posi- 
tion, dimensions, or material of the work herein 
contemplated, or of any part thereof, either before 
or after the commencement of construction. If such 
alterations diminish the quantity of work to be done, 
they shall not constitute a claim for damages, or for 
anticipated profits on the work that may be dis- 
pensed with ; if they increase the amount of work, 
such increase shall be paid for according to the 
quantity actually done, and at the price established 
for such work under this contract ; or in case there 
is no price established, it shall be paid for at its 
actual reasonable cost as determined by the city 
engineer, plus fifteen per cent, of said cost. 

SPECIFICATIONS FOR BUILDING DAM NO. 5 OF THE 
SUDBURY RIVER WORKS. 

Plans. Q.^ I, The contractor is to furnish all the material 

and do all the work necessary to build a dam on the 
Stony Brook branch of the Sudbury river near the site 
of Nichol's Mill, so called, in the town of South- 
borough, Mass. The dam to be in accordance with 
plans marked Dam No. 5, dated June 16, 1893, 
signed by William Jackson, city engineer, and filed 
in the office of the city ens^ineer, City Hall, Boston. 
The work will also be built in conformity with these 
specifications. 

These plans show only the general character of 
the work, and during its progress such working plans 
will be furnished from time to time by the engineer 
as he may deem necessary. 

Borings. The character of the materials to be met with, 

as shown on said plans, is the result of such exami- 
nations as the city of Boston has been able to make ; 
but no guarantee is made as to the accuracy of the 
borings or test pits or the representations on the 
plans. 

General De- 3. The dam is to be built partly of masonry 

scnption. . 11T 1 

and partly of earth, approximately on the Imes shown ; 
but if the character of the materials or circumstances 
arise which render it advisable to change the location 
of the dam or to change the plans of the dam the 
city of Boston expressly reserves the right so to do 
without payment of damages to the contractor, but 



SPECIFICATIONS AND CONTRACT FOR DAM. 375 

all work actually completed will be paid for as per 
prices bid for the whole work. 

The earth embankments will contain plastered 
concrete core walls. Water-tight material will be 
placed next these walls on the water side. The 
embankments will be protected from wash by linings 
of riprap or paving. A walk will be built on the top 
of the dam, and other slopes and surfaces covered 
with soil as directed. The embankments will be 
separated from the masonry overfall by heavy wing 
walls. A gate-house with wells and appurtenances 
as shown will be built next to the north wing v^all. 
The "masonry portion" of the dam will be about 
300 feet in length and will be a solid mass of rubble 
masonry faced with range stones laid in courses. 

Where the rock is of poor quality or for other 
reasons, it may seem to the engineer to be desirable, 
the core walls both in the center of the embankments 
and under the masonry section may be carried down 
deep into the rock. 

3. The work to be done in a general way con- Work to be 
sists in stripping the site of the dam ; building up 
the embankments in layers, and in paving or other- 
wise protecting their surfaces; doing all blasting, 
rock and timber work ; constructing all masonry ; 
building in all iron work in connection with brick or 
other masonry ; laying pipes through the dam ; doing 
all pumping or other temporary work in connection 
with the permanent work, and delivering over to said 
city of Boston the whole structure in a complete con- 
dition with the masonry all pointed and with the 
dam ready to be put into service in accordance with 
the plans and these specifications. 

All work during its progress and on its comple- Lines.Grades, 
tion must conform truly to the lines, grades, and 
levels to be determined and given hereafter by the 
engineer, and due facilities and such assistance and 
materials as he may require must be furnished by the * 
contractor without extra charge, and the engineer's 
marks must be carefully preserved. The work must 
also be built in accordance with the plans and direc- 
tions which shall be given by him from time to time, 
subject to such modifications and additions as said 
engineer shall deem necessary during the prosecution 
of the work, and in no case will any work which may 
be performed, or any materials furnished in excess 
of the requirements of this contract or of the plans or 



376 COMPLETE SPECIFICATIONS. 

of the specifications, be estimated and paid for, 
unless such excess shall have been ordered by the 
water board as hereinafter set forth. 
Tools and im- The coutractor is to furnish all temporary 

plements, ' ., i ^^ i-i 

fiumes, all materials and all tools, implements, 
machinery, and labor necessary or convenient for 
doing all the work herein contracted for, with safety 
to life and property in accordance with this contract, 
and within the time specified herein; he will be 
required to construct and put in complete working 
order the work herein specified, and is to perform 
and construct all the work covered by this agree- 
ment; the whole to be done in conformity with the 
plans and these specifications ; and all parts to be 
done to the satisfaction of the city engineer. 

Soil' 4. The soil is to be removed from the grounds 

where the dam, embankments, and other works are 
to stand. Wherever directed by the engineer said soil 
to be hauled and put in spoil banks, to remain until 
required to be placed over the finished surfaces of 
slopes or embankments. The quantities of soil 
removed will be measured in the spoil banks and 
paid for as stipulated in article Q. item ((?). 
' The slopes of the embankment are to be covered 

with soil taken from the spoil banks; if any addi- 
tional soil is needed for the work, it shall be 
obtained and taken from such grounds as may be 
designated by the engineer, and deposited wherever 
ordered by him ; all soil removed from the spoil 
banks, or from such grounds as the engineer may 
designate, shall be measured in excavation. It will 
be rolled or otherwise compacted, and paid for as 
stipulated in article Q, item (<7a). 

All surfaces which rre required to be afterwards 
sodded or seeded are to be covered with soil at least 
twenty-four inches in thickness. 

Sodding- and :-, ^^he embankments of the dam, and such 

Seeding. 1 ^ /• 1 1 • i ^ ^ 

, other surfaces as may be designated by the engineer, 
are to be sodded or seeded with grass seed. 

All the surfaces to be sodded or seeded are to 
be carefully graded and particular care taken to 
make a true and even bearing for the sods to rest on. 
s°<^S' The sods to be of good quality of earth covered 

with heavy grass, sound and healthy, and not less 
than one foot square, and generally of a uniform 
thickness of three inches. These sizes may be 
altered by the engineer during the progress of the 
work. The sods will be cut with a bevel on all 



SPECIFICATIONS AND CONTRACT FOll DAM. 377 

sides, so that when laid they will lap at the edges; 
to be properly set so as to have a full bearing on 
their whole lower surface ; to be padded down firm with 
a spade or wooden bat made suitable for the purpose ; 
each sod is to be pinned with one wooden pin, not 
less than fifteen inches long, so as to be secured to 
the ground beneath it, and to be so laid that the 
upper surface shall conform to the true slope of the 
bank or ground and to the lines given by the 
engineer. No lean, poor, or broken sods will be 
allowed in the work, but on the outside edges of the 
bank sods may be cut to such size and shape as will 
make a proper finish to the same. The engii^jeer 
may alter all the above sizes during the progress of 
the work. 

The sodding that shall have been laid shall be 
well and carefully sprinkled with water as often as 
the engineer shall deem necessary. 

6. The engineer may specify the kind, quality, Seeding^, 
and amount of seed to be used on all surfaces 
ordered to be seeded, and he may also direct the 
manner of seeding, including rolling and watering. 

EARTH EXCAVATION AND EMBANKMENT. 

7. Earth excavation is to be made for the 
foundations, center walls, etc., and for any grading 
that may be required eitl^er above or below the dam, 
or for any other work in connection with the dam, 
structures, or appurtenances which the engineer may 
order, but no payment will be made for earth or 
other excavation unless specifically staked out and 
ordered by the engineer. The price bid for excava- 
tion will cover all excavations by the contractor for 
his own convenience or for temporary or protecting 
work, none of which will be measured or estimated 
by the engineer. 

8. Earth excavation is to be made in accord- Excavation, 
ance with the lines established by the engineer, and 

the price herein stipulated for earth excavation — 
article Q, item (c) — is to include the work of clear- 
ing and grubbing the ground of all trees, stumps, 
bushes, and roots, and burning or otherwise dispos- 
ing of the same ; of sheeting and bracing and sup- 
porting and maintaining all trenches and pits during 
and after excavation; of all pumping, ditching and 
draining ; of clearing the excavation of all wood or 
other objectionable materials, of se'ecting the mate- 
rials, and of hauling and of disposing of the exca- 



378 



COMPLETE SPECIFICATIONS. 



Measure- 
ment. 

Bmbank- 
ment. 



, vated materials in making embankments, in filling, 
refilling, and wasting; of rolling and watering, and 
all other labor and expenses incidental to the hand- 
ling of the excavated materials. 
Spoil Banks. ^^ Whenever, in the opinion of the engineer, 

V the material excavated from the pits and trenches 
can not properly be disposed of in embankment or 
for other work at one hauling, it shall be deposited 
in spoil banks, and paid for under article Q, item 
(c), and if subsequently ordered to be used in the 
work, it shall be paid for a second time under article 
Q, item (cc). 

• lo. All earth work paid for under article Q, 
items (c) and (cc), shall be measured in excavation. 
II. The embankments for the dam shall start 
from a well prepared base, stepped on sloping 
ground, and shall be carried up in horizontal layers 
not exceeding four inches in thickness; every layer 
to be carefully rolled, either with heavy grooved 
rollers, or steam rollers, and to be well watered. 
The earth to be well rammed with heavy rammers 
at such points as can not be reached by the rollers. 
Special care shall be required in ramming the earth 
close to the center wall, which shall always be kept 
at least two feet higher than the adjoining embank- 
ment, unless otherwise permitted. The embank- 
ments of the dam shall be kept at an uniform height 
an both sides of the masonry during construction, 
and at no time will the down-stream half of the dam 
be allowed to be higher than the up-stream portion. 
At all times the earth embankment must be 
kept three feet above the "masonry portion" of the 
dam. 

Watering. 12. Ample means shall be provided for water- 

ing the banks, and any portion of the embankment 
to which a layer is being applied shall be so wet, 
when required, that water will stand on the surface. 
The contractor shall furnish at his own cost the 
necessary steam pumping plant and force-main for 
forcing water into a tank situated on the side hill, at 
least fifty feet above the top of the dam when com- 
pleted. From this tank a three-inch distribution 
pipe, fitted with gates and hose connections, will 
lead lengthwise over the dam to supply water wher- 
ever it may be needed. If the engineer approves, 
some other method of equal efficiency for the fur- 
nishing of water may be substituted for the above 



SrECIFICATIONS AND CONTRACT FOE DAM. 379 

plant. This work is included in the price to be 
paid for earth excavation. 

13. All the grounds covered by the dam and ^GruJ^jn^"*^ 
by the borrow pits shall be cleared of all soil, stones, 

trees, stumps, or other organic or perishable matter, 
which shall be deposited at such points as shall be 
designated. If the borrow pits are, in the opinion 
of the engineer, sufficiently near the dam, the soil 
or other useful materials may be removed to the 
spoil banks and measured, otherwise they will not 
be measured. Stumps and other vegetable substances 
shall be burned. 

14. The surfaces of embankments shall be 
dressed smoothly to line and grade to receive the 
soil or broken stones supporting the paving or riprap, 

15. The earth used for the embankments shall Quality of 
be free from perishable material of all kinds, and Earth. 
from stones larger than three inches in diameter, .md 

it shall be of a quality approved by the engineer. 
The portion of the embankment next to the core- 
wall on the up-stream side of the dam and the refill- 
ing of all trenches will be composed of hard-pan or 
other fine, compact, or selected material approved 
by the engineer, who shall decide upon the quality 
and character of the earth to be used at various 
places, and it must be selected and placed in accord- 
ance with his orders. 

16. All excavation and disposal in embank- ciassifica- 
ments and refilling of earth, hard-pan, and other *'°°- 
materials, shall be classified and estimated as earth 
excavation, and paid for at the price hereinafter 
stipulated, article Q, item (c). 

ROCK EXCAVATION. 

17. Rock excavation is to include the excava- 
tion of all solid rock which can not, in the opinion 
of the engineer, be removed by picking, and of 
bowlders of one cubic yard or more in size ; the price 
hereinafter specified — article Q, item (d) — to be 
paid for rock excavation shall include the work of 
hauling and disposing of the same in spoil banks or 
other places. 

18. Rock excavation shall be measured in 
excavation, and estimated for payment in accordance How Meas- 
with the lines given by the engineer. No excavation 
outside of these lines will be estimated. 

19. Rock is to be excavated for the foundations 
of the dam, core-walls, and gate-house, and wherever 
the engineer may order. 



;S0 COMPLETE SPECIFICATIONS. 

Steps. 20. In the wall and pipe trenches and in the 

foundation for the gate-house or other structures, 
the rock is to be shaped roughly in steps or other 
form that may be ordered by the engineer. 

The price bid for rock excavation is to include 
the cost of supporting and maintaining the excava- 
tions, of pumping and draining, of disposing of the 
excavated materials as ordered by the engineer, and 
all other incidental expenses. 

Explosives. 21. All rock cxcavatiou in the wall trenches 

and at any other place designated by the engineer is 
to be made with explosives of a moderate power, 
under his directions, and not with high explosives. 
Black powder may be ordered by him to be used in 
special cases. 

22. All rock surface intended for masonry 
foundation must be freed from all loose pieces, and 
be firm and solid, and prej^ared as directed by the 
engineer. 

FOUNDATION WORK. 

23. The foundation work for the centre walls 
of the dam and for other structures is to be extended 
to such depth and in such a manner as shall be 
ordered by the engineer. In bad bottom, sheet 
piling, tonged and grooved, may be ordered to be 
driven or placed on one or more sides of the work. 
If the material of excavation is such, in the opinion 
of the engineer, as to require especial precaution, 
the trenches for the centre wall and for other struc- 
tures may be ordered extended to a great depth, 
beyond the indications of the plans. The position 
of the bed rock being uncertain, it is impossible to 
indicate the bottom of the core-wall with accuracy, 
and it is distinctly understood that the lines for the 
foundation shown on the plans are not guaranteed 
by the city to be correct. 

PROTECTIVE WORK. 

24. The contractor will be required at his own 
expense to take care of all water which may come 
down the stream during the progress of the work, 
and to make good any damage done to the dam 
from freshets or other action of the water or the 
elements. 

TIMBER. 

25. Timber may be ordered used for platforms, 
for permanent sheet-piling, and for other permanent 



SPECIFICATIONS AND CONTRACT FOll DAM. 381 

uses. It shall be of the sizes and placed in the • 

manner ordered by the engineer. 

26. All timber and lumber so used shall be 
spruce, sound, straight grained, and free from all 
shakes, loose knots, and other defects that may 
impair its strength and durability. The price b.d 
for timber shall cover all incidental expenses incurred 
for labor, or for tools or materials used in placing, 
securing, and fastening it. 

27. No payment shall be made to the con- 
tractor for lumber used for bracing, sheeting, scaf- 
folding, and other temporary purposes. 

28. All sheeting and other timber work in the 
trenches and pits shall be removed unless it is 
ordered left in, in which case such timber shall be 
paid for as herein stipulated — article Q, item (^) — 
for permanent timber work. 

29. The timber to be used for sheet-piling in Xongued and 
the foundations and other places may be ordered x^mber^ 
tongued and grooved. Such timber shall be fur- 
nished and placed as ordered, and the price herein- 
after stipulated — article Q, item (ee) — for tongued 

and grooved timber is to cover the cost of placing, 
driving, securing, and fastening the same. 

MASONRY. 

30. All masonry, except where otherwise spec- 
ified, shall be laid in h3'draulic cement mortar, and 
shall be built of the forms and dimensions shown on 
the plans, as directed by the engineer from time to 
time, and the system of bonding ordered by the engi- 
neer shall be strictly followed. 

31. All beds and joints must be entirely filled 
with mortar, and the work in all cases shall be well 
and thoroughly bonded. 

32. Care must be taken that no water shall 
interfere with the proper laying of masonry in any 
of its parts. 

33. All means used to prevent water from 
interfering with the work, even to the extent of fur- 
nishing and placing pipes for conducting the water 
away from points where it might cause injury to the 
work, must be provided by the contractor at his own 
expense. 

34. Under no circumstances will masonry be 
allowed to be laid in water. 

35. All iron-work, except the sluice-gates, is iron-woriu 
to be built in the masonry without other compensa- 



Water. 



Pipes, 



382 



COMPLETE SPECIFICATIONS. 



Freezing 
Weather. 



Sprinkling. 



Cement. 



tion than the price herein stipulated to be paid per 
cubic yard of masonry. The pipes, special castings 
and other iron work will be furnished and deliverd 
by the city on the site of the dam, and must then be 
carefully protected, handled and laid by the con- 
tractor in a thorough manner as directed by the engi- 
neer. 

36. No masonry is to be built between the 
15th of November and the 15th of April, or in freez- 
ing weather, except by permission *of the engineer. 

All masonry to be amply protected from the 
action of frost during the winter. The contractor 
will be required to make good any damage re-sulting 
from frost on any portion of the work. 

37. All fresh masonry, if allowed to be built 
in freezing weather, must be covered and protected 
in a manner satisfactory to the engineer, and during 
hot weather all newly-built masonry shall be kept 
wet by sprinkling water on it with a sprinkling pot 
until it shall have become hard enough to prevent 
its drying and cracking, and if necessary canvass 
coverings must be provided. 

38. American cement and Portland cement 
are to be used. The American cement must be in 
good condition and must be equal in quality to the best 
Rosendale cement. It must be made by manufac- 
turers of established reputation, must be fresh and 
very fine ground, and in well-made casks. The 
Eortland cement must be of a brand equal in quality 
to the best English Portland cement. To insure its 
good quality, all the cement furnished by the con- 
tractor will be subject to inspection and rigorous 
tests; and if found to be of improper quality, will 
be branded and must be immediately removed from 
the work ; the character of the tests to be determined 
by the engineer. The contractor shall, at all times, 
keep in store at some convenient point in the vicinity 
of the work, a sufficient quantity of cement to allow 
ample time for the tests to be made without delay 
to the work of construction. The engineer shall be 
notified at once of each delivery of cement. It shall 
be stored in a tight building, each cask must be 
raised several inches above the ground, by blocking 
or otherwise. 

39. Cement is generally to be used in the form 
of mortar with an admixture of sand, and when so 
used, its use is included in the price herein stipulated 



SPECIFICATIONS AND CONTRACT FOE DAM. 



383 



for the various kinds of masonry. For the founda- 
tion work, however, Portland cement may be 
ordered by the engineer in exceptionally wet and 
difficult places, to be used with or without any 
admixture of sand for grouting seams or for such 
other purposes as he may direct. The cost of plac- 
ing said cement will be paid by the city, the price to 
be paid to be estimated by the engineer unless other- 
wise stipulated. Such cement is to be paid for per 
barrel of four hundred pounds, furnished and deliv- 
ered by the contractor at the place where it must be 
used. See article Q, item (y). 

40. All mortar shall be prepared from cement 
of the quality before described, and clean, sharp 
sand. These ingredients shall be thoroughly mixed 
dry, as follows: The proportion of cement ordered, 
by measure, with the ordered proportion of sand, 
also by measure; and a moderate dose of water is to 
be afterwards added to produce a paste of proper 
consistency ; the whole to be thoroughly worked 
\N ith hoes or other tools. In measuring cement it 
shall be packed as received in casks from the manu- 
facturer. The mortar shall be freshly mixed for the 
work in hand, in proper boxes made for the purpose ; 
no mortar to be used that has become hard or set. 
If the mortar ingredients are mixed at some distance 
from the work, water shall not be added until the 
mortar has been brought to the dam and is ready for 
use. 

41. The price herein stipulated for the various 
kinds of masonry is contingent on the use of a mortar 
made of a mixture of one part in a volume of Amer- 
ican cement to two parts of sand. Additional prices 
are herein stipulated for the use of mortars formed 
with a different mixture of cement and sand. Article 
Q, items (5), (/), {u), (v). 

42. The concrete shall be formed of sound 
broken stones or screened gravel stones not exceed- 
ing two inches at their greatest diameter. All stones 
in any way larger are to be thrown out. The mate- 
rials to be cleaned from dirt and dust before being 
used ; to be mixed in proper boxes, with mortar of 
the quality before described, in the proportion of five 
parts of broken stone to one part of cement ; to be 
laid immediately after mixing, and to be thoroughly 
compacted throughout the mass by ramming till the 
water flushes to the surface ; the amount of water 
used for makiiag the concrete to be approved or 



Mortar. 



Concrete. 



384 COMPLETE SPECIFICATIONS. 

directed by the engineer. The concrete shall be 
allowed to set for twelv e hours, or more, if so directed, 
before any work shall be laid upon it; and no walk- 
ing over or working upon it shall be allowed while it 
is setting. Article Q, iterp (^). 

43. Whenever ordered by the engineer the con- 
crete shall be formed of broken stone not exceeding 
one inch at their greatest diameter, used in the pro- 
portion of three parts of broken stone to one part of 
cement. Article Q, item (^^). 
Plastering. 44. The up-stream faces of all core-walls, and 

such other surfaces as the engineer may direct, will 
be thoroughly plastered with a half inch coat of Port- 
land cement plastering put on in two portions as fol- 
lows : Next the concrete a thick coating of Portland 
cement mortar will be put on, mixed in the pro- 
portion of one part of cement to one of sand, rubbed 
to a uniform surface and left rough ; over this will 
be smoothly spread with trowels a coat of neat Port- 
land cement which shall be thoroughly worked to 
make a perfectly water-tight surface. All plastering 
will be measured and paid for by the square yard of 
superficial surface as per article Q, item (>^). 

45 . The bricks shall be of the best quality of hard- 
burned bricks; burned hard entirely through, regular 
and uniform in shape and size, and of compact text- 
ure. To insure their good quality, the bricks fur- 
nished by the contractor will be subject to inspection 
and rigorous tests, and if found of improper quality 
will be condemned, the character of the tests to be 
determined by the engineer. They are to be culled 
before laying at the expense of the contractor, and 
all bricks of an improper quality shall be laid aside 
and removed ; the engineer to be furnished with men 
for this purpose by and at the expense of the con- 
tractor. 
Brick Ma- 46. All brick masoury shall be laid with bricks 

sonry. q£ ^Y\e quality before described and in Portland cement 
mortar mixed one part of cement to two of sand. 
No ''bats" shall be used except in the backing, 
where a moderate proportion (to be determined by 
the engineer) may be used, but nothing smaller than 
"half bricks." The bricks to be thoroughly wet just 
before laying. Every brick to be completely imbed- 
ded in mortar under its bottom and on its sides. 
Care shall be taken to have every joint full of mortar 
and all joints shall be pointed. 



SPECIFICATIONS AND CONTRACT FOR DAM. 385 

47. All centering shall be made, put up, and Centering. 
removed in a manner satisfactory to the engineer. 

48. All stone masonry is to be built of sound, s*°"^ 

' . r A' 1 • • Masonry. 

clean quarry granite stone of quality and size satis- 
factory to the engineer; all joints to be full of 
mortar, unless otherwise specified. 

4Q. Paving^ is to be laid without mortar, and is „ . 

'■^ ^ Paving. 

to be used for portions or the whole of the slopes of 
the dam embankments, and at any other place that 
may be designated. 

50. This work is to be measured in accordance 
with the lines shown on the drawings or ordered dur- 
ing the progress of the work. The stones used must 
be roughly rectangular; all irregular projections and 
feather edges must be hammered off. No stone will 
be accepted which has less than the depth represented 
on the plans or ordered. Each stone used must be 
set solid on the foundation of broken stone or earth 
and no interstices must be left. 

51. After the slopes which are to receive the Broken 
paving have been dressed, a layer of broken stone. Stones. 
nine inches thick or less, is to be spread as a founda- 
tion for the paving wherever ordered. The broken 

stone must be sound and hard, not exceeding two 
inches at the greatest diameter. Broken stones may 
be used also wherever the engineer may direct, and 
paid for under this head. Article Q, item (/). 
The cost of the broken stone used for making 
concrete is included in the price hereinbefore stipu- 
lated for concrete laid. 

52. Riprap instead of paving may be used for 
covering a large portion of the dam slopes, and ^'p^'^p* 
wherever the engineer may order. It shall be made 

of stone of such size and quality and in such manner 
as he shall direct, and must be roughly laid by hand. 
It will generally be put on in thick layers, and if 
found cheaper will probably be substituted for paving 
on the lower slopes of the dam below the berm. 

53. Rubble-stone masonry is to be used for the Rubble. 
central part of the dam, for the wing-walls of the 
earth embankments, for the gate-house, and wherever 
ordered by the engineer. 

It shall be made with sound clean stones of com- 
pact texture, free from loose seams and other defects. 
They must have roughly rectangular forms, and all 
irregular projections and feather edges must be 
hammered off before the stones are set. The beds 
25 



386 COMPLETE SPECIFICATIONS. 

must be good for materials of this class and must 
present such even surfaces that when lowering a 
stone on the surface prepared to receive it, there 
may be no doubt that the mortar will fill all spaces. 

After the bed-joints are thus secured, a moderate 
quantity of spalls can be used in the preparation of 
suitable surfaces for receivings other stones. No 
spalling up under a stone after it is laid w^ill be 
allowed, neither will any grouting or filling of joints 
be allowed after the stone is set. Especial care is to 
be taken to have every stone entirely surrounded by 
mortar. 

The quality of the beds is to regulate, to a large 
extent, the size of the stones vised, as the difficulty of 
forming a good bed-joint increases with the size of 
the stones. Various sizes must be used. 

Generally the largest stones are not to measure 
more than twenty cubic feet, and they are to be used 
in the proportion of about twenty-five per cent, of 
the whole, but they must be omitted partially or 
entirely if their beds are not satisfactory. It is 
expected that one quarter of the stones used will be 
of such size that two men can handle them. The 
balance to be composed of intermediate sizes. 
Regular coursing to be avoided. 
Broken 54. The exposcd faces of the wing walls, 

Ashlar. retaining walls, and of any other rubble work that the 
engineer may designate, are to be made of broken 
ashlar with joints not exceeding one half inch in 
thickness; the stones not to be less than 12 inches 
deep from the face, and to present frequent headers. 
The joints shall be pointed with neat Portland 
cement. This face work is to be paid for by the 
square foot of the superficial area for which it is 
ordered in addition to the price paid per cubic yard 
of rubble-stone masonry, but the right is reserved to 
change this masonry to range work, should it be for 
the interest of the city so to do. Article Q, item (;z). 
Rangework. 55' The outer faces of the masonry dam, and 

if found best the gate-chamber and any other 
masonry that may be d signated, are to be made of 
range stones, as shown on the plans, the stones to be 
of unobjectionable quality, sound and durable, free 
from all seams and other defects, and of such kind 
as shall be approved by the engineer. They shall 
be pointed with neat Portland cement. 

All beds, builds, and joints are to be cut true to 
a depth of not more than 4 inches, and not less than 



SPECIFICATIONS AND CONTRACT FOR DAM. 387 

3 inches from the faces and to surfaces allowing of 
one half inch joints at most ; the joints for the 
remaining part of the stones not to exceed 2 inches 
in thickness at any point. 

56. All cut arrises to be true, well defined, and Arrises. 
sharp. 

57. Where this class of masonry joins with 
dimension stone masonry the courses must corres- 
pond, and the joining with arches and other dimen- 
sion stone masonry must be accurate and workman- 
like. 

Each course to be composed of two stretchers Bond, 
and one header alternately, the stretchers not less 
than 3 feet long nor more than 7 feet long. 

58. The rise of the courses may vary from bot- Courses, 
tom to top from 30 inches to 15 inches in approxi- 
mate vertical progression, and the width of bed of 

the stretchers is not to be at any point less than the 
height nor less than 24 inches. The headers are not 
to be less than 4 feet in length. 

This class of masonry, including the headers, is Measure- 
to be estimated at 30 inches thick throughout. In no 
case are the tails of the headers to be estimated. 

59. The coping of the wing walls will be Coping. 
classed as coping stone masonry. The surfaces will 

be rough pointed to the circular forms given. The 
capping stones to the posts will be estimated as 
dimension stone with hammered surfaces. 

60. The prices herein stipulated for range and Prices, 
broken ashlar stone masonry are to cover the cost of 
pointing, of cutting chisel drafts at all corners and 
angles in the work, and of preparing the rock faces ; 

but if any six-cut work is ordered in connection with 
this class of masonry it shall be paid for at the prices 
hereinafter stipulated for such work. Article Q, 
item (r). 

61. The face bond must not show less than 
12 inches lap unless ocherwise permitted. 

62. The pointing of the faces of all masonry Pointing, 
in the dam, gate-house, and wings to be thoroughly 

done with neat Portland cement after the structures 
are completed, every joint to be raked out therefor 
to a depth of at least 2 inches, and if the engineer is 
Satisfied that the pointing at any place is not properly 
done it must be taken out and done over again. The 
cement is to be mixed in small quantities and applied 
before its first setting:. 



388 



COMPLETE SPECIFICATIO]!^S. 



sonry. 



Rock-face. 



Dimension ^3* Dimension stone masonry must be made 

s^^^eMa-of first-class granite of moderately uniform color, 
free from all seams, discoloration, and other defects, 
and satisfactory to the engineer. The stones shall 
be cut to exact dimensions, and all angles and arrises 
shall be true, well defined, and sharp. All beds, 
builds, and joints are to be dressed for the full depth 
of the stone, to surfaces allowing of one quarter {%) 
inch joint at most. No plug-hole of more than 6 
inches across or nearer than 3 inches to an arris is to 
be allowed, and in no case must the aggregate area 
of the plug-hole in any joint exceed one quarter of 
its whole area. 

The stone shall be laid with one quarter (^) 
inch joints, and all face joints shall be pointed with 
mortar made of neat Portland cement, applied before 
its first setting. All joints to be raked out to a depth 
of two inches before pointing; the cost of pointing 
to be included in the price stipulated for cut stone 
masonry. 

64. In rock face work the arrises of the 
stones enclosing the rock face must be pitched to 
true lines; the face projections to be bold, and from 
3 to 5 inches beyond the arrises. The angles of all 
walls or structures having rock faces are to be 
defined by a chisel draft not less than ij4 inches 
wide on each face. 

65. In fine hammered work the face of the' 
stones must be brought to a true plane and fine 
dressed, with a hammer having six blades to the 
inch. 

For fine hammer-dressing (six-cut work) the 
price stipulated in article Q, item (r), per superfi- 
cial square foot of dressing will be paid in addition 
to the price per cubic yard of masonry. 

66. No payment will be made for cutting 
grooves and recesses other than the price paid for 
the dressing of their surfaces, which are to be fine 
hammered. 

67. The contractor will build a walk upon the 
top of the earthen embankments. It w'ill be S feet 
wide and i foot in depth, composed of broken stone 
9. inches in depth and a thin layer of selected screen- 
ings and binding gravel (as ordered). The surface 
will be moistened and rolled with a hand roller as 
directed. The broken stone screenings and gravel 
used in this walk will not be included in any other 
measurement. Payment will be made for the tin- 



Hammered 

Work. 



Grooves. 



Walk. 



SPECIFICATIONS AND CONTRACT FOR DAM. 389 

islied walk according to the number of linear or run- 
ning feet it may contain. 

GENERAL CLAUSES. 

6.8. If any person employed by the contractor ^"^Yoj'k,5f"n 
on the work should appear to the engineer to be 
nicompetent, or to act in a disorderly or improper 
manner, he shall be discharged immediately on the 
requisition of the engineer, and such person shall not 
be again employed on the work. 

6q. Any materials condemned or reiected by Materials 

, -^ . -^ , . . 1 -^1 1 1 Branded. 

the engmeer or his representatives may be branded, 
or otherwise marked, and shall, on demand, be 
at once removed to a satisfactory distance from the 
worji. 

70. Any unfaithful or imperfect work which i'"perfect 
may be discovered before the final acceptance of the 

work shall be corrected immediately, and any unsat- 
isfactory materials delivered shall be rejected on the 
requirement of the engineer, notwithstanding that 
they may have been overlooked by the proper 
inspector. The inspection of the work shall not 
relieve the contractor of any of his obligations to 
perform sound work, as herein prescribed ; and all 
work, of whatever kind, which, during its progress 
and before it is finally accepted, may become dam- 
aged from any cause shall be removed, and replaced 
by good and satisfactory work. 

71. Whenever the contractor is not present on Orders 
any part of the work where it may be desired to e}e . 
give directions, orders will be given by the engineer 

to, and shall be received and obeyed by, the super- 
intendent or foreman w^ho may have charge of the 
particular work in relation to which the orders are 
given. 

72. In all the operations connected with the work Laws, 
herein specified, all laws or regulations controlling 

or limiting in any way the actions of those engaged 
on the works, or affecting the methods of doing the 
work or materials applied to it, must be respected 
and strictly complied with ; and during the progress 
of the work the contractor shall provide such precau- 
tions as may be necessary to protect life and 
property. 

73. After the completion of the work the con- clearing up. 
tractor is to remove all temporary structures built by 

him, and all surplus materials of all kinds from the 
site of the work, and to leave them in neat condition. 



390 



COMPLETE SPECIFICATIONS. 



Wivys and 

Means. 



Access. 



Subletting, H. The contractor agrees that he will give his per- 
sonal attention to the fulfillment of this contract ; and 
that he will not sublet the aforesaid work, but will 
keep the same under his control, and that he will not 
assign, by power of attorney or otherwise, any por- 
tion of the said work, unless by and with the previous 
consent of the water board, to be signified by 
endorsement on this agreement. 

I. The contractor shall furnish the necessary 
scaffolding, ways, and all necessary means and con- 
veniences for the transfer of the material to its 
proper place and for its erection. And it is also ta 
be understood that the city shall not be held respon- 
sible for the care or protection of any materials or 
parts of the work until its final acceptance. 
J. It is further agreed that the engineer, or his 
authorized agent and assistants, shall at all times 
have access to the work during its progress ; and he 
shall be furnished with every reasonable facility for 
ascertaining that the work being done is in accord- 
ance with the requirements and intention of this 
contract. 

Alteration. K. Should it be found desirable by the water 
board to make alterations in the form or character of 
any of the work, the said water board may order 
such alterations to be made, defining them in writing 
and drawings, and they shall be made accordingly; 
provided^ that in case such changes increase the cost 
of the work, the contractor shall be fairly remunera- 
ted ; and in case they shall diminish the cost of the 
work, proper deduction from the contract price shall 
be made ; the amount to be paid or deducted to be 
decided by the city engineer. 
Extra Work. L. The contractor hereby agrees that he will do 
such extra work as may be required by the water 
board for the proper construction or completion of 
the whole work herein contemplated ; that he will 
make no claims for extra work unless it shall have 
been done in obedience to a written order from the 
said water board or their duly authorized agent ; that 
all claims for extra work done in any month shall be 
filed in writing with the engineer before the fifteenth 
of the following month; and that, failing to file such 
claims within the time required, all rights for pay for 
such extra work shall be forfeited. The price to be 
paid for all extra work done shall be its actual rea- 
sonable cost to the contractor, as determined by the 
city engineer, plus lifteen per cent. 



SPECIFICATIONS AND CONTRACT FOR DAM. 391 

M. The contractor is to use such appliances for the . ,. 

1-11 Appliances, 
performance of all the operations connected with the 

work embraced under this contract as will secure a 
satisfactory quality of work and a rate of progress 
which, in the opinion of the engineer, will secure the 
completion of the work within the time herein speci- 
fied. If, at any time before the commencement or 
during the progress of the work, such appliances ap- 
pear to the engineer to be inefficient or inappropriate 
for securing the quality of the work required or the 
said rate of progress, he may order the contractor to 
increase their efficiency or to improve their character, 
and the contractor must conform to such order; but 
the failure of the engineer to demand such increase 
of efficiency or improvement shall not relieve the 
contractor from his obligation to secure the quality 
of w^ork and the rate of progress established in these 
specifications. 

N. The said contractor further agrees that if the 
work to be done under this contract shall be aban- 
doned, or if at any time the engineer shall be of the 
opinion, and shall so certify in writing to the water 
board, that the said work is unnecessarily or unrea- 
sonably delayed, or that the said contractor is willfully 
violating any of the conditions or agreements of this 
contract, or is not executing said contract in good 
faith, or fails to show such progress in the execution 
of the work as will give reasonable grounds for an- 
ticipating its completion within the required time, 
the said water board shall have power to notify the 
said contractor to discontinue all work, or any part 
thereof, under this contract; and thereupon the said 
contractor shall cease to continue said work, or such 
part thereof, as the said water board may designate ; 
and the said water board shall thereupon have the 
right, at their discretion, to contract with other par- 
ties for the delivery or completion of all or any part 
of the work left uncompleted by said contractor, or 
for the correction of the whole or any part of said 
work. And in case the expense so incurred by said 
water board is less than the sum which would have 
been payable under this contract if the same had been 
completed by the said contractor, then the said con- 
tractor shall be entitled to receive the difference ; and 
in case such expense shall exceed the last said sum, 
then the contractor shall, on demand, pay the amount 
of such excess to the said city, on notice from the 
said water board of the excess so due ; but such ex- 



392 COMPLETE SPECIFICATIONS. 

cess to be paid by the contractor shall not exceed the 
amount of the security for the performance of this 
contract. 

O. The said contractor further agrees that the said 
water board may, if they deem it expedient to do so, 
retain out of and amounts due to the said contractor 
sums sufficient to cover any unpaid claims of 
mechanics or laborers for work or labor performed 
under this contract ; provided^ that notice in writing 
of such claims, signed by the claimants, shall have 
been previously filed in the office of the city clerk. 
P, The said contractor further agrees that he will 
indemnify and save harmless said city from all claims 
against said city, under chapter one hundred and 
ninety-one of the Public Statutes of Massachusetts, 
and any laws passed since the Public Statutes, with 
reference to liens on buildings and lands, for labor 
. done and materials furnished under this contract, 
and shall furnish the said water board with satis- 
factory evidence, when called for by them, that all 
persons who have done work or furnished materials 
under this contract, for which the said city may 
become liable, and all claims from the various 
departments of the city government, or private cor- 
porations, or individuals, for damage of any kind 
caused by the construction of said work, have been 
fully paid or satisfactorily secured ; and in case such 
evidence is not furnished, an amount necessary and 
sufficient to meet the claims of the persons aforesaid 
shall be retained from any moneys due, or that may 
become due, the said contractor under this contract, 
until the liabilities aforesaid shall be fully discharged 
or satisfactorily secured. 

The said contractor further agrees that he will 
indemnify and save harmless the said city from all 
suits or actions, of every name and description, 
brought against the said city for or on account of 
any injuries or damages received or sustained by 
any person or persons, by or from the said con- 
tractor, his servants or agents, in the construction of 
said work, or by or in consequence of any negli- 
gence in guarding the same, or any improper mate- 
rials used in its construction, or by or on account of 
any act or omission of the said contractor or his 
agents ; and the said contractor further agrees that 
so much of the money due him under and by virtue 
of this agreement as shall be considered necessary by 
the said engineer may be retained by the said city 



SPECIFICATIONS AND CONTRACT FOR DAM. 393 

until all such suits or claims for damages as afore- 
said shall have been settled, and evidence to that 
effect furnished to the satisfaction of the said engi- 
neer. 

Q. And the said contractor further agrees to receive 
the following prices as full compensation for furnish- 
ing all the materials, and for doing all the work con- 
templated and embraced in this agreement ; also, for 
all loss or damage arising out of the nature of the 
work aforesaid, or from the action of the elements, 
or from any unforeseen obstruction or difficulties 
which may be encountered in the prosecution of the 
same ; 'and for all risks of every description con- 
nected with the work ; also, for all expense incurred 
by or in consequence of the suspension or discon- 
tinuance of said work as herein specified, and for 
well and faithfully completing the work, and the 
whole thereof, in the manner and according to the 
plans and specifications, and the requirements of 
the engineer under them, to wit: 

(a) For the removal of soil excavated and 
placed in spoil banks, including all incidental work, 
the sum of ($ ) per cubic yard. 

(«;«) For the removal of soil taken from spoil 
banks or from other places and placing on the slopes 
of the embankment, including all incidental work, 
the sum of ($ ) per cubic yard. 

(<5) For sodding, including all incidental work, 

the sum of ($ ) per superficial square 

yard. 

(^(^) For seeding, including all incidental 
work, the sum of ($ ) per acre. 

(c) For earth excavation, including its dis- 
posal in embankments and refilling, or as otherwise 
ordered by the engineer, and all incidental work, the 
sum of ($ ) per cubic yard. 

(cc) For rehandling of excavated materials 
from spoil banks, and placing, including all incident- 
al work, the sum of ($ ) per cubic yard. 

(^) For rock excavation, including its dis- 
posal, and all incidental work, the sum of 

($ ) per cubic yard. 

(^) For permanent timber work, except 
tougued and grooved timber, placed, including all 

incidental work, the sum of ($ ) per 

thousand feet B. M. 



39i COMPLETE SPECIFICATIONS. 

(^ee) For permanent timbei work, tongued and 
grooved, placed, including all incidental work, the 
sum of ($ ) per thousand feet B. M. 

(y) For Portland cement ordered by the en- 
gineer, delivered where ordered on the work, in bar- 
rels containing four hundred pounds, including all 

incidental work, the sum of ($ ) per 

barrel. 

(g) For concrete masonry, in place, formed of 
five parts of broken stone or screened gravel, to one 
part of cement, and made with American cement 
mortar mixed in the proportion of one part of cement 
to two parts of sand, including all incidental work, 
the sum of ($ ) per .cubic yard. 

(g^) For concrete masonry, in place, formed 
of three parts of broken stone or screened gravel to 
one part of cement and made with American cement 
mortar mixed in the proportion of one pari of cement 
to two parts of sand, including all incidental work, 
the sum of ($ ) per cubic yard. 

(/2) For plastering all concrete walls with 
Portland cement, including all incidental work, the 
sum of ($ ) per superficial square yard. 

(e) For brick masonr}', laid in Portland 
cement mortar mixed in the proportion of one part 
of cement to two parts of sand, 'and including all 
pointing, centering, etc., and removing the same, 

and all incidental work, the sum of ($ ) 

per cubic yard. 

(y) For paving in place, including all inci- 
dental work, the sum of ($ ) per cubic 

yard. 

(i^) For riprap in place, including all inci- 
dental work, the sum of ($ ) per cubic 

yard. 

(/) For broken stone in place (other than that 
used in making concrete and the walk), including 

all incidental work, the sum of ($ ) per 

cubic yard. 

(w) For rubble-stone masonry, laid in Ameri- 
can cement mortar mixed in the proportion of one 
part of cement to two parts of sand, including all 

incidental work, the sum of ($ ) per cubic 

yard. 

(^n) For face work of broken ashlar, in addi- 
tion to the price paid per cubic yard as rubble, 
including pointing in neat Portland cement, and all 



SPECIFICATIONS AND CONTRACT FOR DAM. 395 

incidental work, the sum of ($ ) per 

superHcial square foot. 

(c>) For facing stone masonry of rang^e stones 
laid in American cement mortar mixed in the pro- 
portion of one part of cement to two parts of sand 
and pointing in neat Portland cement, including all 

incidental work, the sum of ($ ) per cubic 

yard. 

(^) For coping laid in place, and pointed in 
neat Portland cement, including all incidental work, 

the sum of ($ ) per linear or running 

foot. 

(^) For dimension stone masonry laid in 
American cement mortar mixed in the proportion of 
one part of cement to two parts of sand, including 
pointing in neat Portland cement, centering, etc., 

and all incidental work, the sum of ($ ) 

per cubic yard. 

(r) For fine hammer dressing (six-cut work) 

the sum of ($ ) per superficial square 

foot. 

(5) For all kinds of masonry laid in American 
cement mortar mixed in the proportion of one part 
of cement to one part of sand, in addition to the 
prices per cubic yard hereinbefore stipulated to be 
paid for the same class of masonry laid in American 
cement mortar mixed in the proportion of one part 

of cement to two parts of sand, the sum of 

($ ) per cubic yard. 

(if) For all kinds of masonry laid in Portland 
cement mortar mixed in the proportion of one part 
of cement to one part of sand, in addition to the 
prices per cubic yard hereinbefore stipulated to be 
paid for the same class of masonry laid in American 
cement mortar mixed in the proportion of one part 

of cement to two parts of sand, the sum of 

($ ) per cubic yard. 

(?^) For all kinds of masonry laid in Portland 
cement mortar mixed in the proportion of one part 
of cement to two parts of sand, in addition to the 
prices per cubic yard hereinbefore stipulated to be 
paid for the same class of masonry laid in American 
cement mortar mixed in the proportion of one part 

of cement to two parts of sand, the sum of 

($ ) per cubic yard. 

(i?) For all kinds of masonry laid in Portland 
cement mortar mixed in the proportion of one part 



o 



96 COMPLETE SPECIFICATIONS. 

of cement to three parts of sand, in addition to the 
price per cubic yard hereinbefore stipulated to be 
paid for the same class of masonry laid in American 
cement mortar mixed in the proportion of one part 

of cement to two parts of sand, the sum of 

($ ) per cubic yard. 

(zt^) For building walk, including all inci- 
dental work, the sum of ($ ) per linear 

or running foot. 

(:v) For all extra work done by written order 
of the Boston Water Board, its actual reasonable cost 
to the contractor, as determined by the engineer, 
plus fifteen per cent, of said cost. 
R. And it is agreed that payment for the work 

embraced in this contract shall be made in the fol- 
lowing manner: 

A payment will be made, on or about the first 
day of each month, of 85 per centum of the value of 
the work completed in place by the contractor on 
the fifteenth of the previous month, as estimated by 
the engineer. 

Provided^ however^ that the making of such 
payment may be deferred from month to month, 
when, in the opinion of the engineer, the value of 
work done since the last estimate for payment is less 
than one thousand dollars. 

The said contractor further agrees that he shall 
not be entitled to demand or receive payment for 
any portion of the aforesaid work or materials, until 
said work shall have been completed to the satisfac- 
tion of the city engineer, and the said city engineer 
shall have given his certificate to that effect ; where- 
upon the said city will, within forty days after such 
completion, and the delivery of such certificate, pay 
the said contractor the whole amount of money 
accruing to the said contractor under this contract, 
excepting such sum or sums as may be lawfully 
retained by said city. 

Provided^ that nothing herein contained be con- 
strued to affect the right hereby reserved of the said 
water board to reject the whole or any portion ot 
the aforesaid work, should the said certificate be 
found or known to be inconsistent with the terms of 
this agreement, or otherwise improperly given. 
S. The parties hereto further agree that this con- 
tract shall be in writing, and executed in triplicate, 
one of which triplicates shall be kept by the said 
engineer, one to be delivered to the city auditor of 



SPECIFICATIONS AND CONTRACT FOR DAM. 397 

said Boston, and one to the said contractor; that 
this contract shall be utterly void as to the said city 
if any person appointed to any office, or employed 
by virtue of any ordinance of said city, is either 
directly or indirectly interested therein. 

And the said contractor further agrees that he 
will execute a bond in the sum of one hundred 
thousand dollars ($100,000) and with such sureties 
as shall be approved by the said Boston Water Board, 
to keep and perform well and truly all the terms and 
conditions of this contract on his part to be kept and 
performed and to indemnify and save harmless the 
said water board as herein stipulated. 
T. And it is also to be understood and agreed 

that, in case of any alterations, so much of this 
agreement as is not necessarily affected by such 
alterations shall remain in force upon the parties 
hereto. 

U. And the said contractor hereby further agrees 
that the payment of the final amount due under this 
contract and the adjustment and payment of the bill 
rendered for work done in accordance with any 
alterations of the same, shall release the city from 
any and all claims or liability on account of w^ork 
performed under said contract or any alteration 
thereof. 

In Witness Whereof^ the parties to these pres- 
ents have hereunto set their hands the year and day 
first above written. 
The City of Bos- [ 

ton^ by its BostonX 

Water Board, \ 



>..- 



Signed in the presence of 



Know all Men by these Presents^ 

That we 

are held and firmly bound unto the CITY OF BOS- 
TON, in the sum of — — 

dollars, to be paid to the CITY OF BOSTON, or 



398 COMPLETE SPECIFICATIONS. 

its certain attorney, its successors and assigns, for 
which payment, well and truly to be made, we bind 
ourselves, our heirs, executors, and administrators, 
jointly and severally, firmly by these presents. 

The Co7idition of this obligation is such that 

if the above-bounden 

shall well and truly keep and perform all the terms 
and conditions of the foregoing contract for building 

Dam No. 5, in the town of Southborough on 

part to be kept and performed, and shall indemnify 
and save harmless the said CITY OF BOSTON, 
as therein stipulated, then this obligation shall be of 
no effect; otherwise it shall remain in full force and 
virtue. 

In Witness Whereof^ we hereto set our hands 

and seals on this day of in the year 

eighteen hundred and ninety-three. 



Signed and Sealed in presence of 



174. SPECIFICATIONS FOR THE STRUCTURAL 

IRON WORK 

OF A 

HOTEL BUILDING, 

TO BE ERECTED ON THE SOUTHWEST CORNER OF 34TH STREET 
AND 5TH AVENUE FOR JOHN JACOB ASTOR. 

H. J. Hardenbergh, Purdy & Henderson, 

Architect, Consulting Engineers, 

New York. New York and Chicago. 

May, 1895. 

In order to understand the business relations involved in 
the following specifications, some explanation of them is neces- 
sary. 



SPECIFICATIONS FOR STEEL HOTEL BUILDING. 399 

Messrs. Purdy and Henderson, the consulting engineers, 
are under contract with Mr. H.J.Hardenbergh, architect, to furn- 
ish those parts of the plans and specifications for the building 
which relate to the iron and steel frame work. They are also 
under contract with Mr. Downey, the agent of the owner, to 
prepare all the shop drawings, to supervise the inspection, to su- 
perintend the erection of the steel frame work, to check all bills 
rendered by the contractor for this portion of the work, and, in 
general, to see that all the contracts relating to this part of the 
building are faithfully fulfilled. The contract for the iron and 
steel work was let on a pound basis erected. A separate set 
of specifications were prepared for the inspection of the work, 
and also one for the use of the computers and draftsmen in pre- 
paring detail plans. It will thus be seen that the consulting 
engineers are under contract to do a great deal more m this 
matter than is usually expected of the architect, and much more, 
therefore, than the architect could afford to pay for, if all this 
service had to be remunerated out of his professional fees. In 
the most common practice, the owner checks his own bills, pays 
the contractor for the shop drawings and divides the remaining 
portion of this additional service with the architect. Only a 
small portion of the additional fee paid the engineer by this 
arrangement is consequently an added expense. It is important 
that consulting engineers should make contracts with the owner 
for the additional detail work and supervision as well as with 
the architect for the preparation of the general plans. This 
kind of a double connection is desirable and likely to secure 
the most satisfactory service. 

The steel construction described in these specifications is 
that for ^ new hotel adjoining The Waldorf on the north, cor- 
ner 34th street and Fifth avenue, New York city. The 
building is in plan 350 feet by 100 feet, and is sixteen stories 
high above the sidewalk, with basement and sub-basement, 
extending 35 feet below ground. Tt is the largest steel con- 



400 COMPLETE SPECIFICATIONS. 

structed building ever designed, containing over 10,000 
tons of structural iron. The exterior of the building is 
finished with stone to the height of three stories above 
the sidewalk, and with brick, with terra cotta trimmings, 
above that line. The construction involves many unusual 
conditions, such as a ballroom on the second story lOO 
feet long, and 85 feet wide, with vaulted ceiling reaching to 
the fifth floor. The floors above this great room, and also the 
roof, are carried on two trusses extending through four stories, 
the total load carried by the two being about nine million 
pounds. The columns in the walls around this ballroom are 
from 60 to 70 feet in length, and some of them carry over three 
million pounds each. There is also a large dining room on the 
first floor, which necessitates the use of very heavy trusses, and 
diflicult and costly work. The spaces between the columns 
are unusually long, 35 and 40 feet being common, thus requir- 
ing an unusual quantity of plate girder work. In several other 
places in the building, rooms extend through two stories, and 
the roof on three sides has a Mansard slope fifty feet in height, 
w^ith large towers on the three street corners. x\ll the details 
have been worked out with great care, and the business rela- 
tions of the engineer of construction to both the architect and 
the owner are considered ideal. 

Specifications Explained : These specifications are sup- 
plemental to the contract already entered into for the construc- 
tural iron and steel work of this building, between 

-, parties of the first part,* and , parties of the 



second part. They are the specifications referred to in the first 
clause of said contract, and which are to be considered a part 
of that contract. 

These specifications are intended to cover all the structural 
iron work in said building. They are intended to co-operate 
with the drawings for the same, both those furnished by the 
architect and those furnished by the engineers as hereinafter 
specified, and what is called for by either, is as binding as if 
called for by both. They are intended to describe and provide 

*Mr. Astor's agent, who stands as the party of the first part in these specifications, 
is Mr. John Downey, and he is so naingd in various parts of the document. 



SPECIFICATIONS FOR STEEL HOTEL BUILDING. 401 

for a finished piece of work. The contractor will understand 
that the steel construction herein described is also to be complete 
in every detail, and in every portion of the work, and all mate- 
rial entering into it is to be first-class, and he will be expected 
to thoroughly understand the construction and to fully inform 
himself in regard to any points that he may not clearly under- 
stand, for what is herein intended to be described, viz.: The 
complete and perfect construction of the building is the thing 
required. When necessary or desirable, he must apply to the 
architect or the engineers for further details or specifications 
during construction or before proceeding with his work. 

Requirements Outlined: This contractor must furnish and 
set all the iron and steel shown or referred to in these specifica- 
tions and called for by the said drawings hereinbefore referred 
to, and when the erection is completed, he must remove all the 
materials used in performing the work. He must furnish in all 
cases the exact sections, weights and kinds of material that are 
called for, and he must follow exact details, methods and in- 
structions called for by these specifications and said drawings. 
He must set the iron work as fast as may be considered practi- 
cal in the judgment of the architect, always keeping at least one 
story in advance of the masonry. He will be expected to give 
this work his personal supervision, or have a capable man at 
all times to take care of it. He must also do all the cutting and 
fitting that may be required in his work to receive the work of 
other contractors. 

Reference in Case of Dispute: Should any difference of 
opinion or dispute arise in relation to the meaning of these 
specifications, or of the said drawings furnished by either the 
arc-iitect or the engineers as hereinafter specified, reference 
must be made to the engineers, but if their decision is not sat- 
isfa(?tory appeal may be made to the architect, whose decision 
on all such points shall be final and conclusive. 

Drawings: The general dimensions, arrangement and sec- 
tions required for the structural iron work herein specified, are 
shown on the general structural iron drawings prepared and fur- 
nished by the architect, and included in pages 

to , inclusive. 

The sections given are those of the Carnegie Steel Com- 
pany's manufacture. In general, these drawings are made to 
scale, but scale dimensions must never be used. These draw- 
ings, together with these specifications, are the property of the 
architect, to whom all copies must be returned on the comple- 
tion of the work. Detail or shop drawings, including drawings 
of every part and piece of the work, with all the lists, schedules, 
indexes, erection plans or other directions necessary for the 
proper manufacture, finish and erection of the work covered 
26 



402 COMPLETE SPECIFICATIONS. 

by these specifications, and the said general drawings prepared 
by the architect, will be made and furnished by the engineers. 

Blue prints of the shop drawings, lists and schedules, as 
many copies of each as are necessary, but not more than five, 
will be furnished to the contractor for his use in the manufac- 
ture of the material. Another complete set of these prints, 
together with one complete set of prints of the erection draw- 
ings, will be furnished to the contractor for use in erection. 
One complete set of all the drawings, plans, lists and schedules 
will be furnished to the inspector. All the above-mentioned 
prints will be furnished by the engineers, free of expense. 
Additional prints of any of these drawings may be taken by said 
contractor or inspector, if desired, at their own expense, but 
originals taken from the office for that purpose must be promptly 
returned. 

Orders: All materials required to be furnished or work to 
be done under these specifications or by the said general structural 
iron drawings, prepared by the architect, will be ordered by the 
engineers from time to time with the shop drawings, lists, 
schedules, etc., for the same, as fast as they can be prepared, 
and the contractor for the structural iron work must order no 
material and perform i:o work under these specifications until 
he has received the said detail drawings, lists and schedules for 
the same. Bolts or other material used temporarily for 
erection purposes are not included in this specification. 

Extras and Bills : No additional work or material, over and 
above what is called for by said detail drawings, lists and sched- 
ules, prepared and furnished as hereinbefore provided, will be 
allowed unless ordered by the architect in writing. When said 
detail drawings, lists and schedules are received by the con- 
tractor, they must be immediately examined to determine 
whether the material and work called for by the same may be 
properly classified in the price classification contained in the 
contract herembefore referred to, and of which these specifica- 
tions are considered a part; or, in any supplemental agreement 
that may be made to said contract. In case eit4ier or both may 
not be properly classified, in said price classification, the engi- 
neers must be promptly notified of the fact in writing, and a 
copy of such notification must also be sent to the architect. If 
no reply, verbal or written, to such notification is received 
within three days, a second notification must be sent the same 
as the first, but, in any case, the work called for by such detailed 
dravsings, lists or schedules must proceed without delay, unless 
the contractor shall receive written instructions to the contrary 
from the architect or engineers. 

No bill for extra work ordered by the architect as herein 
provided, or not called for by said drawings, lists or schedules 
will be approved by the architect unless it is rendered imme- 



SPECIFICATIONS FOR STEEL HOTE:^ BUILDING. 403 

diately upon the completion and acceptance of said work. All 
bills for material or work not properly included in the price 
classification hereinbefore referred to, must be made separate 
from the bills for work and material properly covered by said 
price classification. All bills must be made sufficiently in 
detail to permit of their ready verification. The originals of 
all bills must be sent to the engineers, Purdy & Henderson, and 
exact duplicates must, at the same time, be sent to John 
Downey, parties of the first part in the contract hereinbefore 
referred to. 

Building Laws: This contractor must comply w^ith all 
municipal or corporation ordinances and the laws and regula- 
tions relating to buildings in the city of New York. 

Risks: This contractor will be liable and responsible for 
any damage to life, limb or property that may arise or occur to 
any party whatever, either from accident or owing to his negli- 
gence, or that of his employees during the operations of con- 
structing or completing the works herein specified. 

Rubbish : This contractor must remove from the premises 
all rubbish arising from his operations as the work proceeds 
and at completion of same. 

Signs: No signs of any description will be allowed to be 
placed on or about the building or premises. 

Co-ope7'ation and Cleaning Up : This contractor must co- 
operate with the contractors for the other parts of the building, 
so that when completed it shall be in accordance with the 
architect's design and a comjDlete and perfect piece of work. 
He must arrange and carry on his work in such a way that the 
other contractors shall not be delayed, subject <ilways to the 
architect. When his work is finished he must remove from the 
premises all the tools, apparatus, machinery, scaffolding, and 
the debris pertaining to his part of the work, and leave the job 
free from all obstruction. 

Kind of Material Required : All material required for 
the trusses, and all the material required for the flanges of 
riveted girders must be open hearth steel. 

All other material required for riveted members, and the 
beams and channels used in the floors with their connections, 
may be made of Bessemer steel, unless in special cases, it shall 
be otherwise specified. 

Pins over five inches in diameter must be of forged steel. 
All machine driven rivets must be of steel. 

Tie rods, bolts, anchors, lateral ties and all hand driven 
rivets must be of wrought iron. 

Bearing plates in masonry, bases under columns, separa- 
tors, brackets under plates, and filler blocks more than i^ 
inches thick, must be made of cast iron. 



404 



COMPLETE SPECIFICATIONS. 



Shoes for trusses and column blocks where required must 
be made of cast steel. 

Character and Jinish of materials : All the steel used 
in this building must comply with the following specifications : 



Soft Steel. 



Maximum ultimate strength in lbs. per sq. in . 
Minimum ultimate strength in lbs. per sq. in. 

Minimum elastic limit in lbs. per sq. in 

Minimum percentage of elongation in 8 inches . 




60,000 

30,000 

26% 



Test pieces of medium steel must bend cold i8o° about a 
diameter equal to the thickness of the piece without any sign of 
fracture on the convex side of the bends. Test pieces of soft 
steel must bend cold i8o° flat without any sign of fracture on 
the convex side of the bend. They must also stand the same 
bend after being heated to a light cherry red and quenched in 
water whose temperature is 82° Fahrenheit. 

Soft steel must be used for rivets and medium steel for all 
other material. All steel must have a smooth surface and must 
be free from all faults or defects of any kind or of any indication 
of unsoundness. Each piece must be straight, free from wind 
and of proper section. A variation in weight either way of 
more than 2 per cent, from that specified shall be cause for 
rejection. 

Eye bars used in trusses must comply w^ith the following 
specifications in full size tests: 

Ultimate strength in lbs. per sq. in. not less than . 58,000 

'< " " " '' " " "more " 66.000 

Elastic limit in lbs. per square inch not less than . . 29,000 

Elongation in 2 ft. length of bar nearest fracture 15 % 

Reduction of area 40 % 

The fracture must take place in the body of the bar and 
must be generally silky. The mill requirements for material 
for eye bars must be as specified for by the manufacturers of 
the bars. 

All wrought iron used in this building must have an ulti- 
mate strength of not less than 48,000 lbs. per square inch, an 
elastic limit of not less than 26,000 lbs. per square inch, and an 
elongation of 20 per cent, in 8 inches. The wrought iron 
required for Bolts and rivets must be so ductile that test pieces 
will bend cold 180 degrees flat without any sign of fracture on 
the convex side of the bend. All the wrought iron must be 
perfectly welded in rolling, fihrous, uniform and free from all 
defects. Each piece must be straight and of proper section. 



SPECIFICATIONS FOR STEEL HOTEL BUILDING. 405 

All the cast steel used in this building must have an ulti- 
mate strength of not less than 60,000 lbs. per square inch, an 
elastic limit of not less than 32,000 lbs. per square inch, and an 
elongation in 8 inches of not less than 15 per cent. All cast- 
ings must be annealed and all test pieces must be cast as 
coupons and detached after annealing. 

All the cast iron used in this building must be tough gray 
iron, free from cold shuts, blow holes or other serious defects. 
Its quality must be such that sample bars i inch square cast in 
sand moulds must be capable of sustaining on a clear span of 
43^ feet a central load of 500 pounds when tested in the rough 
bar. 

Painting: All iron must receive a coat of pure raw lin- 
seed oil at the rolling mills just before being loaded on the 
cars. 

The covered surfaces (surfaces in contact and surfaces 
enclosed) of all parts of riveted members must receive one good 
coat of graphite paint, after the pieces are punched and before 
they are assembled. All finished members must receive one 
complete coat of the graphite paint before they are taken from 
the shop or exposed to the weather. All surfaces that can be 
reached must have one coat of the graphite paint after erection. 
All truss members must have two coats of paint in the shop and 
the enclosed surfaces of these members must have the two coats 
before they are assembled. 

Foundation beams and connections must have two coats of 
paint at the shop. All bolts usecl in erection and remaining 
permanently in the building must be dipped in graphite paint 
before being placed in position. 

All pins and bored pin holes or other planed surfaces in the 
trusses must be coated with white lead and tallow before leaving 
the shop. 

All painting must be done on dry surfaces and preferably 
warm ones. All dirt and foreign matter of any kind must be 
removed from the iron before painting. All scale must be 
removed from finished members before painting the first coat in 
the shop. All scale must be removed from material required 
for the trusses before it is oiled at the rolling mill. 

The paint used must be the superior graphite paint, pre- 
pared and mixed by the Detroit Graphite Manufacturing Com- 
pany, of Detroit, Michigan. 

Inspection : The inspection hereby provided will be made 
by inspectors employed by John Downey. 

The contractor for the structural iron must furnish full and 
ample means for the inspection of all the materials called for by 
these specifications, and of all the work required in fitting such 
materials for erection; and to this end, he shall admit the arch- 



406 COMPLETE SPECIFICATIONS. 

itect, engineers, and inspectors to any part of the mills or shops 
where work under these specifications is being carried on. 

To secure proper material, as herein specified, one pulling 
test must be made from every heat or blow of steel or rolling of 
iron, and one bending and one quenching test; when such 
requirements are specified, if these are satisfactory, the whole 
will be accepted. If they are not satisfactory, others may be 
made as the inspector may deem expedient. All test pieces 
must be pr^^pared at the expense of the contractor for the siruc- 
tural iron. The test pieces of rolled steel and wrought iron 
must be cut out of finished material, and must not be less than 
J^ square inch in section. They must be at least lo inches long 
between fillets when turned down. When possible they must 
be cut from tke full thickness of the section, from which the 
tests are taken. The method of selecting test pieces for mate- 
rial for eye bars must be as required by the manufacturer of 
the bars. 

The number of test pieces of cast steel must be fixed by 
the inspector. 

Full sized tests of eye bars must be made as required by 
the architect or engineers. Test bars for such tests will her 
selected by the inspector from the lot after forging and before 
boring, the results of the test to determme the acceptance or 
rejection of the entire number which the test bar represents. 
Other full sized tests must be made if required. 

The material used for all full sized tests will be paid for at 
cost, less the scrap value of the material to the contractor when 
the pieces are tested to destruction, and the test proved satis- 
factory ; otherwise it must be solely at the cost of the contrac- 
tor. The use of testing machines capable of testing both 
specimens of material and the full sized members, together with 
all necessary assistance in handling and operating the same, 
must be furnished by the contractor free of all expense. 

All surfaces of all materials must be carefully examined by 
the inspectors, and all pieces that are of full section — free from 
flaws — straight and in every way satisfactory, must be accepted. 
This inspection will not, however, prevent the rejection of any 
piece at any later time, but before it is riveted in place in the 
building, if it is discovered that the piece is in any way unsuit- 
able. Ample assistance must be given by this contractor to the 
inspector in making this examination. 

All material manufactured under these specifications must 
be tested and examined as herein provided before the same is^ 
oiled or loaded on the cars for shipment from the mill, and as 
soon after rolling as maybe convenient for the mill, and failure 
to comply with these specifications will be sufficient cause for 
the rejection of the material. 



SPECIFICATIONS FOR STEEL HOTEL BUILDING. 407 

The inspection in the shop mast, in general, cover the 
identification of material, the accuracy of work, and ful- 
fillment of specifications and drawings in every respect, and 
reports of finished weights and progress of the work, in all 
of which the inspector must have ample opportunity to do his 
work. All rejected material must be made good to the satis- 
faction of the inspector. 

All long measurements in the shop made by the inspector, 
must be made with a steel tape which must be compared with 
the shop's standard measure to assure their agreement. 

In case of any disagreement between the inspectors and 
the contractors regarding the inspection, appeal may be ha I to 
Purdy & Henderson, Consulting Engineers, but their decision 
shall be final. 

Beajns: In general not more than Y^ of an inch will be 
allowed by the drawings for clearance at each end of beams 
connecting to beams and not more than y^ of an inch at each 
end of beams connecting to columns. All beams supported by 
connection angles riveted to the webs when finished, must 
measure out to out of such connection angles, not more than 
the length given on the drawings, and not more than y% of an 
inch less than that length. All beams connecting to columns 
may be y^ inch shorter than shown on the drawings, but musr: 
not be longer. 

All open holes must be true to the drawings, and an error 
in the distance from end to end, between the open holes in the? 
flanges at the ends of beams of more than 1-16 of an inch must 
not be approved by the inspector. 

Where connections are marked standard, the standards 
adopted for this particular job must be used. Beams or other 
material used in floor construction, excepting bent plates used 
in connections, must not be heated for bending, cutting, or 
fitting, unless so marked on the drawings. 

Beams split or permanently injured by work in the shop 
must not be used. 

Beams which are required to be bolted together with sep- 
arators in the building, must be assembled and bolted together 
in shop when practicable. 

Coluinns: _, The distance from the center of the columns 
out to the open holes required for the connection of beams, 
must be verified by the inspector. If, on account of the 
material overrunning in weight or on anv other account, these 
distances are wrong more than 1-16 of an inch, the error must 
be remedied, as the inspector may desre. 

All columns must be milled or ground at each end to a 
smooth bearing surface at right angles to the axis of the column, 
and the inspector must verify from time to time, the adjustment 
of the machinery used in this work. 



408 COMPLETE SPECIFICATIONS. 

All columns must be exactly true to length, and any dis- 
crepancies in such lengths of more than 1-33 of an inch, must 
be reported promptly to the engineers. If more than 1-32 of 
an inch too long, they must be milled shorter. 

Where columns coming over each other are designed to 
have the same exterior dimensions, a filler about 1-32 of an 
inch thick must be put under the splice plates where they are 
riveted to the columns. These fillers must cover the entire 
area covered by the splice plates. They will not be drawn on 
the drawings, but will be noted in the bill of material on each 
drawing where required. 

Columns must all be straight and out of wind. 

Riveted Girders : Web plates must be arranged so as not 
to project above or below the flange angles. The lines show- 
ing the edges of such plates will be omitted from the drawings. 

In general, all stiff ener angles must fit tight at both ends. 

Open holes in flanges must have the same accuracy 
required for beams. 

All riveted girders must be out of wind before leaving the 
shop. 

Trusses: Eye bars must be entirely free from flaws and 
of full section. The heads must be so proportioned that the 
bars will break in the body of tl^e original bar and the process 
of manufacture and the form of the head must be subject to the 
approval of the engineers. No welding will be allowed in the 
body of the bars. They must be perfectly straight before 
boring and the pin holes mu>t be centered through the center 
line of the bar. The lengths back to back of pin holes must 
not vary more than -^^ of an inch from the figured lengths 
when the bars are 20 feet long or less; not more than -3—2 of an 
inch when more than 20 feet long. Bars which go side by side 
in the trusses must be so perfectly bored that the pins will pass 
through the holes at both ends without driving when the bars 
are placed in a single pile. The holes must not be more than 
-3V of an inch larger the pins. All eye bars must be annealed. 

Compression members must have all butting ends planed 
smooth and exactly square to the center line of the member, 
and they must be assembled in the shop for ^e fitting of the 
splice plates and to assure perfect contact throughout. Such 
members must be entirely tree from twists or bends and all 
work must be neatly finished and first-class in every respect. 
Pin holes must be bored -3^ of an inch larger than the pins, 
exactly perpendicular to a vertical plane passing through the 
center line of each member, when placed in a position similar 
to that which it should occupy in the finished structure. 

Pins must be turned straight and smooth and to exact 
size. 



SPECIFICATIONS FOR STEEL HOTEL BUILDING. 409 

Castings: The cast bases required in the column must be 
planed smooth on top and to exact dimensions. All holes for the 
bolts connectinj^ to the columns must be drilled also to the 
exact measurements given, and the holes in the other castings, 
both steel and iron, must be drilled when so marked. All sur- 
faces marked planed must be planed smooth and true for a per- 
fect bearing as designed. 

Rivets: Drifting that is liable to injure the material must 
not be allowed anywhere in erection. 

Shop rivets must be machine driven as far as possible. 

Rivet heads must be concentric with the necks of the rivets 
and all rivets when driven must completely fill the holes and be 
tght. .... 

Rivets will be used in erection wherever possible. 

All rivets must be uniformly heated. 

Holes that do not match sufficiently to admit the rivet 
without drifting, in assembling work in the shop, must be 
reamed. 

All riveting must be done to the satisfaction of the engi- 
neers. 

Erection: If beams are used in the construction of the 
foundations, the contractor for the structural iron must put 
them in position, both as to plan and as to height, using a sur- 
veyor's level for the purpose, but the grouting and covering of 
the beams will be done by the contractor for the masonry. 

The outside building lines will be given, but the contractor 
for the structural iron must determine and fix the interior lines, 
and each cast base must be set in its exact position, both as to 
alignment and to height, supported on wooden wedges, before 
the bedding is run in. The center of each base must be true 
to the column center, as given on the plans, within -^^ of an 
inch, and its height must be adjusted exactly, using a surveyor's 
level and referring to a fixed bench mark. Each base 
must be bedded with a Portland cement grouting, by pouring 
the same through the center until all the spaces under and 
inside the base are filled. The cement must be of some 
imported brand which must be approved by the architect, and 
the sand must be clean and sharp and fine. The two must be 
mixed dry in equal quantities in a box — all that is required for 
one base at one mixing. Enough water must then be added 
to make the whole just flow under its own weight. The whole 
operation of mixing and setting must be done as rapidly as 
possible. After the bases are set their heights will be inspected 
by the engineers, and if they are found to vary more than ]/^ 
of an inch from the correct height they must be taken up and 
reset. 

The use of iron sledges in driving or hammering beams or 
columns or other structural iron will not be allowed where it 



410 COMPLETE SPECIFICATIONS. 

can be avoided. Wooden mauls must be used wherever their 
use is possible. Care must also be exercised to prevent the 
material from falling or from being in any way subjected to 
heavy shocks. 

Especial care must be used to keep the columns plumb and 
in proper line during erection, and they must be plumbed to 
the satisfaction of the architects and engineers as often as may 
be desired. In case the columns are not kept plumb the entire 
work of erection shall stop at the written order of the architect 
to that effect, and the measures to be employed to remedy the 
defect must be approved by the architect before the erection 
proceeds.* 

The sections of columns, truss members, beams or girders 
must nowhere be cut without first obtaining the approval of the 
engineers. 

Every failure of the material to come together properly 
must be noted and reported daily to the engineers. If any 
serious difficulty occurs during erection, it must be reported to 
the engjineers before any unexpected measures are used to meet 
the difficulty. 

The plan or scheme for the erection of the trusses, and tVe 
material connected to the trusses must be submitted to the 
engineers, before the iron work is erected abpve the ground 
floor, for their approval. 

Pilot nuts must be used in entering all pins. 

After the truss members are put in position, before they 
are materially shadowed by temporary flooring or any otlier 
construction, and after all surfaces are thoroughly dried by the 
heat of the sun, they shall be protected by waterproof canvas, 
tarred paper, or other materials from further exposure to the 
weather. Such protection to continue until those parts of the 
building are under the cover of the other construction of the 
building. Such protection is desired to prevent water from 
lodging and remaining in the concealed parts of the work. Any 
inaccuracy in the matching of the holes in the column splices 
must be removed by reaming and not by drifting. 

Temporary timber bracing must be put in the building 
wherever required by the architect or the engineers. 

The entire work of erection must be done to the satisfac- 
tion of both the architects and the engineers. 

*Probably the worst pnictice in the erection of architectural iron work is the very 
common use of shims in the joints between the successive column sections, thus con- 
centrating the loads on the opposite sides of the cross-section. The columns are 
usually kept plumb in this manner, but the practice is extremely vicious and should not 
be allowed. If the faces of the ends are properly planed or milled off, and the base 
plate is set exactly level, it will not be necessary to use shims. The greatest difficulty 
is in setting the bed plate in a truly horizontal plane. The ordinary carpenter's level is 
not sufficiently delicate for this purpose. These specifications are not explicit on these 
points. — Author. 



CONTRACT BOND OR SURETY. 411 

CONTRACTOR'S BONDS. 

175. Contract Bond or Surety. It is a very general 
custom in all important work to require the contractor to fur- 
nish a bond for the faithful and complete performance of his 
contract. Sometimes these bondsmen or sureties sign with the 
contractor, as in the case of the St. Louis contracts, exemplified 
in article i68. It is more usual, however, to make this bond a 
separate document, following immediately the signatures of the 
contract itself. 

Bonds are always executed under seal, and are therefore 
special contracts, since the bondsmen are not usually paid a 
consideration for the service rendered, and a sealed contract 
does not require a consideration to enforce it. 

In case the original contract and specifications are deviated 
from in the execution of the work to any material extent, with- 
out the consent of the bondsmen, these latter are thereby 
released from their bond. Since such changes are nearly always 
made in the execution of engineering work after the contracts 
are signed, and since these are usually made without consulting- 
the bondsmen, these latter are as a rule thereby released from 
all obligations, and the bond becomes of no effect. Even 
though the bondsmen be consulted in the matter of changes, 
they are not obliged to give their consent, and usually perhaps 
would not, in which case material changes could be made only 
by releasing the bondsmen. The practice, therefore, of secur- 
ing the faithful performance of engineering contracts by means 
of bonds is a very unsatisfactory one. It would 'be better 
always to confine the contract strictly to the principals to the 
agreement, and to secure guaranties of faithful performance in 
some other manner than by the execution of a bond by outside 
parties, so far as engineering and building contracts are con- 
cerned. The form of bond given below is that used by the city 
of Boston, and may be taken as a general type of such a docu- 
ment. 



412 . contractok's bonds. 

CONTRACT BOND OR SURETY. 

Know all Men by these Presents^ 
That we 



are held and firmly bound unto the City of Boston, in the sum 
of 



dollars to be paid to the City of Boston, or its certain attorney, 
its successors and assigns, for which payment, well and truly to 
be made, we bind ourselves, our heirs, executors, and adminis- 
trators, jointly and severally, firmly by these presents. 

The Condition of this obligation is such that 
if the above-bounden 



shall well and truly keep and perform all the terms and condi- 
tions of the foregoing contract for excavation for stripjDing and 
shallow flowage and for building two roads, at Basin No. 5, in 

Southborough, on part to be kept and performed, and 

shall indemnify and save harmless the said City of Boston, as 
therein stipulated, then this obligation shall be o^ no effect; 
otherwise it shall remain in full force and virtue. 

In Witness Whereof^ we hereto set our hands and seals on 

this day of in the year eighteen hundred 

and ninety four. 

[Seal.] 

■ [Seal.] 

• ...^ [Seal.] 

[Seal.] 

[Seal.] 

Signed and Sealed in presence of 



\ 



INDEMNITY BOND. 413 

176. Indemnity Bond. The following is a common 
form of bond to cover all liens which may arise from a failure 
of the contractor to pay for his labor and materials. 

Know all Men by these Presents: That of 

as principal, and of as surety, are held and firmly 

bound unto the in the penal sum of dollars, to 

the payment of which well and truly to be made we bind our- 
selves, our heirs, executors, administrators and assigns firmly by 
these presents. 

Signed this day of 189 — . 

The Condition of the above Obligation is such that: 

Whekeas, the said has this day entered into a con- 
tract in writing with the said for the grading and con- 
struction of a certain with ditches, roadways, and other 

works connected therewith, as more specifically set forth in said 
contract : 

Now, Therefore : If the said shall well and 

truly perform his part of said contract, and each and every cov- 
enant and agreement therein contained, and shall indemnify 

and save harmless the said from and against all damages 

which it may sustain by reason of liens for labor and materials 
furnished for said work, or by reason of the failure of said 

to pay the wages and earnings of anv of the 

laborers or mechanics employed by him as such contractor, in 
and about said work ; or by reason of his failure to pay for any 
materials, provisions or goods of any kind furnished, or by 
reason of any just debts incurred in carrying on said work ; and 

if the said , shall pay to the said all sums of 

money, damages, or costs and expenses which it may be com- 
pelled to pay, or which it may sustain by reason of his failure 

as aforesaid, and if the said shall pay all laborers, 

mechanics and material men, and persons who may have sup- 
plied provisions or goods of any kind, all just debts due to such 
persons, or to any person to whom any part of such work was 
given, then this obligation shall be void, otherwise of full force 
and eflect. 

[Seal.] 

[Seal.] 



414 COMPLETE SPECIFICATIONS. 

APPENDIX A. 

PRELIMINARY SURVEYS AND EXAMINATIONS FOR BRIDGE 

RENEWALS. 

The following Instructions to Assistant Engineers are 
used by the engineer of bridges and buildings on the C, M. & 
St. P. R'y, and are inserted here as an illustration of the scope 
and character of the inquiries and investigations necessary for 
an intelligent solution of the problem in hand. It is only by 
means of such complete and detailed information that all future 
contingencies can be foreseen and provided for, so that there 
shall be no "unexpected" to happen. It is a common saying 
that "the unexpected always happens." In good engineering,' 
"It is only the unexpected which can happen," since what was 
anticipated has been fully provided against. In the dest t;ngi- 
neering designs, however, every possible contingency has been 
foreseen and provided for, so there is no unexpected left which 
can happen, and hence security and permanence are assured in 
advance. The following instructions are a good illustration of 
this kind of preliminary survey of the problem which puts the 
engineer in a position to perfectly fit the design to all the con- 
ditions of the problem : 

Instructions to Assistaiit Engi7ieers in Regard to Surveys for 
the Renewal of Wooden Bridges with Perma- 
nent Structures. 

(i) Gather information from the chief engineer's office 
and from the office of the engineer and superintendent of 
bridges and buildings relative to the grade, alignment, right- 
of-way for embankment and borrow pits, second track con- 
struction, contracts relating to crossings or cattle passes, recom- 
mendations already made by others as to style of reconstruction 
and any other matters that are liable to have a bearing on work 
in question. 

(2) Determine the elevation of base of rail above an 
assumed datum across the bridge and for a distance of 1,000 
feet on each side of it, at intervals of 100 feet, or less when the 
irregularities of the track make it necessary. 

(3) Consider the question of changing grade and note 
the kind, condition and depth of ballast as well as other points 



SURVEYS FOR BRIDGE RENEWALS. 415 

that will assist in determining the expense and practicability of 
making a change. 

(4) Obtain particularly notes of the ground surface that 
will be covered by the proposed structure or embankment, by 
determining its elevation on the center line of bridge and when 
necessary on each side of same. These heights may be meas- 
ured from the base of rail at each bent or panel point but should 
refer to the datum used in the survey, and additional notes 
should be made of intermediate irregularities that would con- 
cern the height of pedestals located between bents. 

(5) Establish and note two bench marks on solid objects, 
conveniently located, one each way from the bridge, and which 
are unlikely to be disturbed during the construction of the per- 
manent structure. For ordinary cases a track spike driven in 
a telegraph pole will be suitable. 

(6) Note the alignment of the track at the structure and 
consider whether there is any evident reason for changing same. 

(7) Consider the question of second track construction as 
concerning any change in alignment or in location of bridge. 
Conclude on which side of the present track the second track 
should be constructed and make note of the grounds for your 
conclusion. 

(8) When track across the bridge or near the bridge is 
curved make full notes of elevation of outer rail. If the point 
of curve is so located that the elevation of outer rail on bridge 
is varying, determine by eye the location of point of curve 
and of the point where the elevation is commenced. On iron 
bridges the elevation should be constant when practicable. 

(9) Take notes for a sketch of the water course for a 
sufficient distance on each side of the bridge, to determine 
whether a change in location of channel or an improvement in 
the channel is advisable, and indicate your recommendations in 
this regard, remembering that the most favorable condition for 
a bridge is usually a deep channel at right angles to the railway 
for some distance above and below the bridge. Contours in 
the immediate vicinity of the bridge should be sketched in. 
Ordinarily th'is can be done with sufficient accuracy by the eye, 
or by taking a few offsets. 

(10) Ascertain the nature of foundations, whether soft, 
requiring pile foundations, or of sand, or of hard clay, or of 
rock. Reports should state the character, depth and dip of the 
strata. 

(11) Ascertain present, ordinary and extreme high water 
marks. Inquire into cause of high water; whether by ordinary 
heavy rains, by water-spout, by damming from accumulations 
of drift or ice, or by overflow from other water courses, or 
from other causes which may be apparent. 



416 COMPLETE SPECIFICATIONS. 

(12) Note the probability of ice, drift-wood, hay, corn- 
stalks, fencing, etc., lodging against the proposed iron bridge. 

(13) Take notes of the size of channel, area of waterway 
required, direction of current, etc. 

( 14) Ascertain if there is to be provided under the 
bridge a public or private roadway, wagon-pass or cattle-pass, 
with dimensions and conditions controlling the same. 

(15) If any portion of the bridge is to be filled, make an 
examination of the ground and state where the material can be 
obtained, and whether inside of the boundaries of the right-of 
way, or on land which will have to be purchased. 

(16) Ascertain whether any additional right-of-way is 
required for any purpose connected with the work, and if so 
note location and amount. 

(17) Examine as to a suitable location for a stone yard, 
and for the storing of piles, timber and iron-work ; also as to 
convenient locations for derricks and what provision will be 
required for suitable anchorage for derrick guys. 

(iS) If the proposed reconstruction involves any ques- 
tion of purchasing land or privileges, report the situation with 
advice, but avoid conversation with property owners which 
would in any way interfere with relations that may be estab- 
lished later between them and an agent authorized to make 
purchases or settle claims. 

(19) Inquire as to the accommodations for boarding and 
lodging for workmen and how they can get to and from their 
work. 

(20) Inquire into the condition of train service at the 
location with regard to the frequency of trains and the speed at 
which they ordinarily run over the bridge. 

(21) If piles are to be driven, make your recommenda- 
tion as to whether they should be driven with a land or track 
driver, and if with a track driver, state the nearest side-track 
to which it must retreat for passage of trains. 

(22) Make preliminary estimates of the cost of the per- 
manent structure, taking your prices from the tables of cost of 
iron bridges and abutments which are furnished you and from 
them make your recommendation for the permanent bridge. 

(23) Make your recommendations as to the angles of 
piers and abutments, remembering that a square span is one in 
which its ends are at right angles to its longitudinal axis, and 
in a skew span the angle of skew is the enclosed angle between 
the end of the span and a line at right angles to its longitudinal 
axis. 

(24) Make your recommendation as to what riprapping 
is required, with the amount and method of using it, , 



SUEVEYS FOK BRIDGE RENEWALS. 417 

(25) Advise what is the best season of the year in which 
to do the work with reference to high water, ice, cold weather, 
interruption of traffic, facility for obtaining labor and material, 
etc. 

(26) Report any information you can obtain with refer- 
ence to using local material in the work, such as piles, timber, 
lumber, stone, sand, brick, etc. 

(27) Avoid confusing terms in your notes. For instance 
the term "base of rail" is preferable to "grade." See B. & 
B., Rule 7 g. 

FINALLY. After obtaining information on the points 
hereinbefore mentioned and all other data which you can find 
within your reach, consider the question of renewal just as if 
you had to make the full decision and were responsible for 
building the best bridge with the greatest economy and least 
risk; and make your report in such shape that the draughting 
office will have all the instruction which it requires for making 
the plans. This information may be furnished in writing and 
on a profile and map, and you are cautioned that your work 
will be judged by your giving the fullest accurate information 
with the fewest notes and the least amount of drawing. 

O. B. 



27 



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